Partitioned peak shifting blasting and damping curtain synergistic gas storage combined vibration reduction method

Abstract

The invention provides a gas storage combined vibration reduction method with partition peak shifting blasting and a damping curtain cooperating, and belongs to the technical field of compressed air energy storage. The method comprises the steps that a gas storage excavation tunnel face is divided into a core slotting area, an auxiliary expanding excavation area and a peripheral smooth blasting area from inside to outside, and multiple rows of inclined vibration reduction holes which are arranged in a staggered mode are formed in surrounding rock on the outer side of the peripheral smooth blasting area; the vibration reduction holes are filled with energy absorption and vibration reduction materials, the energy absorption and vibration reduction materials are tightly attached to the hole walls to be solidified, and a multi-layer damping curtain with the energy absorption characteristic is formed on the periphery of the design contour line; and respectively forming blast holes in the three areas, filling cartridges in the blast holes, and carrying out zoning delay peak shifting detonation according to a sequence from inside to outside. By adopting the method provided by the embodiment of the invention, the problems that in the prior art, a passive vibration reduction means cannot construct a vibration reduction barrier with the energy absorption characteristic and the bearing capacity in the deep high-ground-stress surrounding rock, and extra excavation space is needed can be solved.

Description

Technical Field

[0001] This invention relates to the field of compressed air energy storage technology, and in particular to a combined vibration reduction method for gas storage facilities that combines zoned staggered peak blasting with damping curtains. Background Technology

[0002] Compressed air energy storage (CAES), as a highly promising large-scale physical energy storage technology, is an important means to address the volatility of renewable energy grid connection and achieve peak shaving and valley filling in the power grid. The core component of a CAES system is an underground high-pressure gas storage facility, which is mainly constructed through the conversion of abandoned mine tunnels or the construction of large-section caverns in hard rock. Unlike conventional transportation tunnels, CAES gas storage facilities have extremely high requirements for the integrity and airtightness of the surrounding rock. Any damage to the surrounding rock caused by construction can lead to high-pressure gas leakage, endangering operational safety. Because gas storage facilities are usually limited by existing abandoned tunnel groups and land conditions, the spacing between caverns is relatively small. Therefore, drilling and blasting remains the primary excavation method when converting or constructing new facilities. Thus, effectively controlling the damage of blasting vibrations to adjacent existing gas storage facilities and the surrounding rock itself is a key technical challenge that urgently needs to be addressed in the construction of CAES gas storage facilities.

[0003] Existing blasting vibration reduction technologies are mainly divided into two categories: active vibration reduction and passive vibration reduction. Active vibration reduction focuses on optimizing blasting parameters at the source, such as using micro-delay blasting, reducing the maximum amount of explosive initiation in a single stage, and using decoupled charges to weaken the source intensity. However, for deep rock mass excavation with large cross-sections and high clamping forces, simply adjusting blasting parameters is insufficient to control vibration at extremely low levels while ensuring construction progress efficiency. Passive vibration reduction typically involves setting up wave-blocking barriers between the blasting source and the protected object to intercept and attenuate the propagation of seismic waves. Currently commonly used passive vibration reduction methods include excavating vibration isolation trenches and pre-splitting blasting. Vibration isolation trenches create cavities by excavating trenches on the ground surface to reflect and block seismic waves; pre-splitting blasting creates a through-crack surface in front of the protected object, utilizing the wave impedance difference of the crack surface to attenuate the transmission of stress waves.

[0004] However, the aforementioned existing passive vibration reduction technologies all have significant limitations when applied to the near-construction scenarios of CAES underground gas storage facilities. First, vibration isolation trenches are only suitable for shallow surface environments and cannot be implemented in the surrounding rock between deep underground chambers, thus lacking the conditions for application in underground engineering. Second, while pre-splitting blasting can create crack barriers in the surrounding rock, it also generates significant blasting vibrations, which may exacerbate damage risks in near-construction of gas storage facilities where vibration control is extremely stringent. Moreover, pre-splitting blasting creates voids or cracks, which cannot withstand the stress of the surrounding rock in deep, high-stress environments, easily leading to stress concentration and localized rock instability, further worsening the stress state around the gas storage facility. Furthermore, neither vibration isolation trenches nor pre-splitting blasting create cavities or cracks with active energy absorption characteristics; they rely solely on interface reflection to passively block seismic waves, resulting in limited attenuation efficiency for high-frequency blasting stress waves. More importantly, most existing passive vibration reduction schemes require additional excavation space between the protected object and the blast source to arrange the vibration reduction structure. This not only increases the amount of excavation work and support costs, but also often lacks implementation space in CAES gas storage clusters where the spacing between chambers is already limited. Therefore, there is an urgent need for a new method that can construct a passive vibration reduction barrier with both active energy absorption and load-bearing capacity in deep, high-stress surrounding rock without expanding the excavation cross-section. Summary of the Invention

[0005] This invention provides a combined vibration reduction method for gas storage facilities that integrates staggered blasting and damping curtains. This method addresses the problem that existing passive vibration reduction techniques cannot construct vibration-damping barriers with both energy absorption and load-bearing capacity in deep, high-stress surrounding rock, and require additional excavation space. The technical solution is as follows: A combined vibration reduction method for gas storage facilities that integrates staggered blasting and damping curtains includes the following steps: Step 1: Divide the gas storage excavation face into three areas from the inside out: the core trenching area, the auxiliary expansion area, and the peripheral blasting area. Arrange multiple rows of inclined vibration damping holes in the surrounding rock outside the peripheral blasting area. The multiple rows of vibration damping holes are arranged in an alternating manner. The vibration damping holes are drilled at a preset outward angle towards the outside of the design outline. Step 2: Fill the vibration damping holes with energy-absorbing and vibration-damping material, and solidify the energy-absorbing and vibration-damping material in close contact with the hole wall to form a multi-layer damping curtain with energy-absorbing properties around the design outline. Step 3: Open blast holes and fill them with explosive cartridges in the core excavation area, auxiliary excavation area and surrounding blasting area respectively. Detonate the core excavation area, auxiliary excavation area and surrounding blasting area in a staggered manner from the inside to the outside.

[0006] Optionally, the energy-absorbing and vibration-damping material is a polyurethane-rubber particle composite foam material, comprising, by weight: 100 parts isocyanate, 80-100 parts polyether, 30-50 parts waste rubber powder, 10-20 parts hollow glass microspheres, and 5-10 parts foaming agent, wherein the particle size of the waste rubber powder is 20-40 mesh.

[0007] Optionally, in step two, before filling the vibration damping hole with energy-absorbing and vibration-damping material, a flexible restraint bag with a pre-installed grouting pipe is first sent into the bottom of the vibration damping hole. The flexible restraint bag is made of high-strength geotextile or nylon fiber and the outer layer of the flexible restraint bag is coated with a microporous breathable membrane. The energy-absorbing and vibration-damping material is injected into the interior of the flexible restraint bag through the grouting pipe for foaming and filling.

[0008] Optionally, the grouting pipe is a hollow PVC or PE pipe, and the grouting pipe has multiple grout outlet holes, which are arranged at intervals along the length of the grouting pipe.

[0009] Optionally, the input end of the grouting pipe is provided with a one-way grout stop valve, and the opening end of the flexible restraint bag is provided with a self-locking grout stop plug.

[0010] Optionally, the vibration damping holes are arranged in multiple rows, and the blast holes on the peripheral light burst area are peripheral holes. The first row is 30cm away from the peripheral holes of the peripheral light burst area, the spacing between adjacent rows is 30cm, the external insertion angle α1 of the vibration damping holes in each row is 10°~15°, and the hole spacing between adjacent vibration damping holes in the same row is 60~80cm; the depth of the vibration damping holes in the i-th row... Determine using the following formula: ; Wherein, α1 is the external insertion angle of the vibration damping hole. The horizontal distance between the vibration damping holes in the i-th row and the borehole. Let λ be the depth of the borehole, and λ be the safety factor, where λ > 1.

[0011] Optionally, the core excavation area is located at the geometric center of the tunnel face, and adopts a compound wedge-shaped excavation with rectangular or square holes arranged in a rectangular or square pattern. The size is 0.2 to 0.3 times the tunnel diameter. The auxiliary excavation area is arranged around the core excavation area, and its outer boundary is 60 to 80 cm away from the design outline. The inner boundary of the peripheral blasting area is the outer boundary of the auxiliary excavation area, and the outer boundary is located on the design outline.

[0012] Optionally, the delay for the partitioned delayed peak detonation is set as follows: the time interval Δt1 between the core excavation area and the auxiliary expansion area is ≥50ms, the time interval Δt2 between the auxiliary expansion area and the surrounding light blasting area is ≥75ms, and the delay interval between adjacent blast hole sections in the same area from the inside out is 15~25ms.

[0013] Optionally, there is an annular gap between the inner wall of the borehole and the propellant cartridge, the ratio of the borehole diameter to the propellant cartridge diameter is 1.3 to 1.6, and multiple propellant cartridges are evenly spaced along the length of the borehole, with the spacing between two adjacent propellant cartridges being 20% ​​to 30% of the length of the propellant cartridge.

[0014] Optionally, the vibration damping holes and blast holes are drilled using the same rock drilling rig. The drill arm in the middle of the rock drilling rig drills the blast holes in the core slotting area and the auxiliary enlargement area. While drilling the blast holes in the peripheral blasting area, the drill arms on both sides of the rock drilling rig use the boom swing function to drill the vibration damping holes outside the design outline.

[0015] The beneficial effects of the technical solutions provided in the embodiments of the present invention include at least the following: This invention provides a combined vibration reduction method for gas storage facilities that integrates staggered blasting and damping curtains. By dividing the working face into a core excavation zone, an auxiliary expansion zone, and a surrounding light blasting zone, and employing millisecond-delayed staggered blasting, the concentrated blasting energy is dispersed into multiple smaller pulses at the source, achieving temporal staggering of vibration peaks. Simultaneously, multiple rows of staggered inclined vibration damping holes are arranged in the surrounding rock outside the surrounding light blasting zone and filled with energy-absorbing and vibration-damping materials. Utilizing the wave impedance mismatch between the energy-absorbing and vibration-damping materials and the surrounding rock, multiple reflection interfaces are formed between adjacent rows of vibration damping holes, which reflect and absorb the weakened residual blasting stress waves layer by layer. Thus, without expanding the excavation cross-section, a spatiotemporal two-way synergistic peak reduction of active and passive vibration reduction ("internal reduction and external resistance") is achieved. This effectively solves the problem that existing passive vibration reduction methods cannot construct vibration-damping barriers with both energy absorption characteristics and bearing capacity in deep, high-stress surrounding rock and require additional excavation space. Attached Figure Description

[0016] To more clearly illustrate the technical solutions in the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0017] Figure 1 This is a schematic diagram of the method flow provided in an embodiment of the present invention; Figure 2 This is a schematic diagram of the excavation face zoning of a gas storage facility provided in an embodiment of the present invention; Figure 3 This is a radial schematic diagram of the fit between the borehole and the propellant cartridge provided in an embodiment of the present invention; Figure 4 This is an axial schematic diagram of the fit between the borehole and the propellant cartridge provided in an embodiment of the present invention; Figure 5 This is a schematic diagram of the blast hole design at the excavation face of a gas storage facility provided in an embodiment of the present invention; Figure 6 This is a schematic diagram of the vibration damping hole arrangement provided in an embodiment of the present invention; Figure 7 This is a schematic diagram of the arrangement of the gas storage tank, boreholes, and vibration damping holes provided in an embodiment of the present invention; Figure 8 This is a schematic diagram of the geometric positions of the gas storage tank, blast holes, and vibration damping holes provided in an embodiment of the present invention; Figure 9 This is a schematic diagram of the flexible restraint bag and its internal structure provided in an embodiment of the present invention.

[0018] In the diagram: 1-Working face; 101-Core excavation area; 102-Auxiliary enlargement area; 103-Surrounding blasting area; 104-Design outline; 2-Vibration damping hole; 3-Blast hole; 301-Explosive cartridge; 4-Flexible restraint bag; 401-Grouting pipe; 402-Grouting outlet hole; 403-One-way grout stop valve; 404-Self-locking grout stop plug. Detailed Implementation

[0019] To make the objectives, technical solutions, and advantages of the present invention clearer, the embodiments of the present invention will be described in further detail below with reference to the accompanying drawings.

[0020] Figure 1 This is a schematic diagram of the method flow provided in an embodiment of the present invention; Figure 2 This is a schematic diagram of the excavation face zoning of a gas storage facility provided in an embodiment of the present invention; Figure 3 This is a radial schematic diagram of the fit between the borehole and the propellant cartridge provided in an embodiment of the present invention; Figure 4 This is an axial schematic diagram of the fit between the borehole and the propellant cartridge provided in an embodiment of the present invention; Figure 5 This is a schematic diagram of the blast hole design at the excavation face of a gas storage facility provided in an embodiment of the present invention; Figure 6 This is a schematic diagram of the vibration damping hole arrangement provided in an embodiment of the present invention; Figure 7 This is a schematic diagram of the arrangement of the gas storage tank, boreholes, and vibration damping holes provided in an embodiment of the present invention; Figure 8 This is a schematic diagram of the geometric positions of the gas storage tank, blast holes, and vibration damping holes provided in an embodiment of the present invention; Figure 9 This is a schematic diagram of the flexible restraint bag and its internal structure provided in an embodiment of the present invention. Figures 1 to 9 The method for combined vibration reduction of a gas storage facility, which combines staggered blasting and damping curtain, includes the following three steps.

[0021] S1: The gas storage excavation face 1 is divided into three areas from the inside out: the core trenching area 101, the auxiliary expansion area 102, and the surrounding blasting area 103. Multiple rows of inclined vibration damping holes 2 are arranged in the surrounding rock outside the surrounding blasting area 103. The multiple rows of vibration damping holes 2 are arranged in an alternating manner. The vibration damping holes 2 are drilled at a preset external insertion angle towards the outside of the design outline 104.

[0022] Specifically, in embodiments of the present invention, such as Figure 7 As shown, the upper blank square area represents the adjacent existing gas storage facility, and the lower blank square area represents the gas storage facility to be excavated. The excavation direction of the gas storage facility is from left to right. The working face 1 is perpendicular to the excavation direction of the gas storage facility. Multiple blast holes 3 are drilled on the working face 1, and the rock area containing the blast holes 3 constitutes one excavation cycle. (See diagram). Figure 2 and Figure 5 As shown, the gas storage excavation face 1 is divided into three areas from the inside out: a core excavation area 101, an auxiliary expansion area 102, and a peripheral blasting area 103. The core excavation area 101 is located at the center of the face 1, the auxiliary expansion area 102 is arranged in a ring around the core excavation area 101, and the peripheral blasting area 103 is located at the outermost ring and extends to the design outline 104. While completing the zoning of the face 1, multiple rows of inclined vibration damping holes 2 are arranged in the surrounding rock outside the peripheral blasting area 103. Figure 6 As shown, the first row of vibration damping holes 2 is staggered with the second row of vibration damping holes 2, and the second row of vibration damping holes 2 is staggered with the third row of vibration damping holes 2. Multiple rows of vibration damping holes 2 are arranged in an alternating manner, that is, the vibration damping holes 2 of adjacent rows are staggered on the projection plane. This ensures that when the stress wave propagating outward from the blast source passes through the damping curtain, it must pass through at least one vibration damping hole 2 filled with energy-absorbing material, regardless of the direction from which it comes. This forms a dense, dead-angle-free wave impedance mismatch zone on the projection plane. Each vibration damping hole 2 is drilled at a preset outward angle towards the outside of the design contour line 104, so that the vibration damping hole 2 starts from the working face 1 and extends into the depth of the surrounding rock along the excavation direction. Its horizontal protection depth covers and exceeds the blasting disturbance range corresponding to the depth of the blast hole 3.

[0023] S2: Fill the vibration damping hole 2 with energy-absorbing and vibration-damping material, so that the energy-absorbing and vibration-damping material is tightly adhered to the hole wall and cured, forming a multi-layer damping curtain with energy-absorbing characteristics around the design outline 104.

[0024] Specifically, in this embodiment of the invention, each inclined damping hole 2 is filled with energy-absorbing and vibration-damping material. After the energy-absorbing and vibration-damping material solidifies tightly against the hole wall inside the hole, it forms columnar energy absorbers embedded in the surrounding rock. Multiple rows of columnar energy absorbers together form a multi-layered damping curtain with energy-absorbing characteristics surrounding the design outline 104 in the surrounding rock. The wave impedance of the solidified energy-absorbing and vibration-damping material is significantly lower than that of the surrounding rock. When the stress wave generated by the blast propagates outward from the surrounding rock and reaches the first row of damping holes 2, due to the severe wave impedance mismatch between the surrounding rock and the energy-absorbing material, according to the principle of reflection and transmission of stress waves at different medium interfaces, most of the stress wave energy is reflected back to the direction of the blast source at the interface, and only a small portion of the energy is transmitted into the energy-absorbing material. The stress wave entering the energy-absorbing material is largely absorbed and converted into heat energy due to the high damping characteristics inside the material. The residual stress wave that has transmitted through the energy-absorbing material and re-enters the surrounding rock continues to propagate outward, and when it reaches the second row of damping holes 2, it undergoes the same reflection-absorption process again. Through the layer-by-layer reflection and absorption of multiple rows of damping holes 2, the energy of the blast stress wave is significantly attenuated. At the same time, due to the staggered arrangement, the rows of damping holes 2 are spatially staggered, preventing the stress wave from bypassing the energy absorber through the gaps in the surrounding rock between rows and thus ensuring the protective integrity of the damping curtain.

[0025] S3: Open blast holes 3 and fill them with explosive cartridges 301 in the core excavation area 101, the auxiliary excavation area 102 and the surrounding light blasting area 103 respectively. Detonate the core excavation area 101, the auxiliary excavation area 102 and the surrounding light blasting area 103 in a staggered manner from the inside to the outside.

[0026] Specifically, in this embodiment of the invention, after the damping curtain is constructed, blast holes 3 are opened and filled with explosive charges 301 in the core cut area 101, the auxiliary excavation area 102, and the peripheral blasting area 103, respectively. High-precision digital electronic detonators are used to achieve millisecond-level delay, and the three areas are detonated in a staggered manner from the inside out. During the detonation process, the core cut area 101 is detonated first. The cut holes are used to overcome the strong clamping effect of the rock mass center, and the central rock is thrown out to form an initial cavity. This cavity provides a key free surface (free surface) for the subsequent rock fragmentation and throwing. After the blasting seismic wave of the core cut area 101 has attenuated to a certain extent, the auxiliary excavation area 102 is detonated. The rock in this area collapses towards the center with the help of the cavity formed by the core cut area 101, further expanding the cavity range. Finally, the peripheral blasting area 103 is detonated. Under the condition of the large area of ​​free surface formed in the first two areas, the design outline 104 is precisely controlled and shaped with a lower amount of explosives. By employing this sequential control of peeling away layers from the inside out, the blasting seismic waves in each region are staggered along the time axis, avoiding the superposition effect of wave peaks and thus significantly reducing the maximum vibration intensity caused by a single blast at the source. The passive vibration damping curtains constructed in S1 and S2 form an energy-absorbing protective barrier around the design outline 104; the active vibration damping measures in S3 disperse the originally concentrated blasting energy into multiple smaller pulses in the time dimension, significantly reducing the peak value of the stress wave reaching the damping curtain; the passive vibration damping measures further intercept and absorb these weakened residual stress waves in the spatial dimension. The two work together to achieve a synergistic effect of "internal damping and external resistance," realizing bidirectional peak reduction of the blasting stress wave in both time and space, minimizing the damage of blasting vibration to the adjacent gas storage facility and its own surrounding rock, and effectively ensuring the sealing and long-term structural stability of the gas storage facility during operation.

[0027] This invention provides a combined vibration reduction method for gas storage facilities that combines staggered blasting and damping curtains. By dividing the working face 1 into a core excavation zone 101, an auxiliary excavation zone 102, and a peripheral light blasting zone 103, and employing millisecond-delayed staggered blasting, the concentrated blasting energy is dispersed into multiple smaller pulses at the source, achieving temporal staggering of vibration peaks. Simultaneously, multiple rows of staggered inclined vibration damping holes 2 are arranged in the surrounding rock outside the peripheral light blasting zone 103 and filled with energy-absorbing vibration damping material. The wave impedance mismatch between the energy-absorbing vibration damping material and the surrounding rock forms multiple reflection interfaces between adjacent rows of vibration damping holes 2, which reflect and absorb the weakened residual blasting stress wave layer by layer. Thus, without expanding the excavation cross-section, a two-way spatiotemporal synergistic peak reduction of active and passive vibration damping ("internal reduction and external resistance") is achieved. This effectively solves the problem that existing passive vibration damping methods cannot construct a vibration damping barrier with both energy absorption characteristics and bearing capacity in deep, high-stress surrounding rock and require additional excavation space.

[0028] Optionally, the energy-absorbing and vibration-damping material is a polyurethane-rubber particle composite foam material, which includes, by weight: 100 parts isocyanate, 80-100 parts polyether, 30-50 parts waste rubber powder, 10-20 parts hollow glass microspheres, and 5-10 parts foaming agent, wherein the particle size of the waste rubber powder is 20-40 mesh.

[0029] Exemplarily, in this embodiment of the invention, the specific composition formula of the energy-absorbing and vibration-damping material is further defined. The energy-absorbing and vibration-damping material adopts a polyurethane-rubber particle composite foam material, as shown in Table 1, which includes, by weight parts: 100 parts of isocyanate (component A), 80-100 parts of combined polyether (component B), 30-50 parts of waste rubber powder, 10-20 parts of hollow glass microspheres, and 5-10 parts of foaming agent. The particle size of the waste rubber powder is 20-40 mesh.

[0030] Table 1 Formulation of Polyurethane-Rubber Particle Composite Foaming Material In practical applications, waste rubber powder is dispersed and embedded in the polyurethane matrix as a physical energy-dissipating skeleton; hollow glass microspheres are uniformly distributed inside the material, reducing the overall wave impedance and increasing the number of tiny wave-reflecting interfaces within the material. When a burst stress wave enters the material, energy attenuation is achieved through three levels. The first level is interface reflection attenuation. Because the overall wave impedance of the material is much lower than that of the surrounding rock, the stress wave is strongly reflected at the rock-material interface, and most of the energy is reflected back. The second level is the hysteresis energy dissipation of the rubber particles. The stress wave transmitted into the material causes deformation of the polyurethane matrix and the rubber particles. As a highly elastic material, the rubber particles produce a significant hysteresis effect during compression deformation and rebound, converting mechanical vibration energy into heat energy dissipation. The particle size of the rubber particles is selected from 20 to 40 mesh, which ensures both uniform dispersion of the particles in the matrix and sufficient contact area to maximize the hysteresis energy dissipation effect. The third level involves multiple scattering attenuation at the microsphere interface. Hollow glass microspheres form numerous scatterers within the material, much smaller than the wavelength of the stress wave. As the stress wave passes through each microsphere, it undergoes scattering and partial reflection. After cumulative scattering by numerous microspheres, the propagation direction of the stress wave is greatly dispersed, and the waveform coherence is disrupted, further reducing the peak intensity of the transmitted stress wave. The synergistic effect of these three energy dissipation mechanisms gives the material extremely high absorption and attenuation capabilities for high-frequency blasting stress waves. The ratio of isocyanate to polyether directly affects the mechanical properties of the cured material. The amount of polyether can be adjusted within the range of 80-100 parts. A lower ratio results in a harder, more rigid cured material, suitable for scenarios with high surrounding rock strength; a higher ratio results in a softer material with stronger damping characteristics, suitable for scenarios requiring higher energy absorption efficiency. The amount of waste rubber powder can be adjusted within the range of 30-50 parts. A higher dosage enhances the energy dissipation effect but reduces the overall strength of the material; therefore, optimization is needed based on the surrounding rock stress level and vibration control requirements in the actual engineering project.

[0031] Optionally, after the polyurethane-rubber particle composite foam material is injected into the vibration damping hole 2, a chemical foaming reaction occurs within 3 to 5 minutes, and the volume expands by 2 to 3 times. After curing, the wave impedance is 1 / 10 of the wave impedance of the surrounding rock.

[0032] Exemplarily, in this embodiment of the invention, the reaction characteristics and key performance indicators of the polyurethane-rubber particle composite foam material are further defined. After the material is injected into the vibration damping holes 2, the isocyanate and the combined polyether rapidly undergo a chemical reaction under the action of a catalyst. Simultaneously, the foaming agent decomposes upon heating to generate gas, enabling the material to complete the chemical foaming reaction within 3-5 minutes, expanding in volume by 2-3 times. The wave impedance of the cured material is 1 / 10 of that of the surrounding rock. After the grouting begins, component A (isocyanate) and component B (combined polyether) begin a polymerization reaction the instant they are mixed. The exothermic reaction raises the system temperature, thereby triggering the decomposition of the foaming agent to generate gas. The generated gas forms a large number of uniformly distributed closed bubbles in the gradually solidifying polyurethane matrix, driving the material volume expansion. Within the 3-5 minute foaming time window, the material gradually transforms from a liquid slurry into an elastic solid with a foam structure. The 2-3 fold volume expansion ensures that the material can rapidly expand outward from the grout outlet 402 of the grouting pipe 401, filling the internal space of the flexible constraint bag 4 and tightly adhering to the wall of the vibration damping hole 2, eliminating the gap between the material and the hole wall, and achieving tight coupling between the energy-absorbing material and the surrounding rock. This tight coupling is crucial for the vibration damping effect—if there is an air gap between the material and the hole wall, the stress wave will undergo total reflection when it reaches the air gap instead of entering the energy-absorbing material. Although it can reflect some energy, the air gap does not have energy absorption capacity and will be compressed and closed under high ground stress, losing its reflection effect. The performance index that the wave impedance after solidification is 1 / 10 of the wave impedance of the surrounding rock means that the wave impedance ratio between the surrounding rock and the energy-absorbing material reaches 10:1. According to the formula for the reflection coefficient of stress waves at the interface between two media, when the incident wave enters the low-impedance medium (energy-absorbing material) from the high-impedance medium (surrounding rock), the reflection coefficient is approximately 0.82, meaning that about 82% of the stress wave energy is reflected back at each interface, with only about 18% of the energy penetrating into the energy-absorbing material. Furthermore, the transmitted portion is further absorbed and attenuated within the material. When energy passes through each row of damping holes 2, it has two interfaces: entry and exit. After being attenuated layer by layer through multiple interfaces of multiple rows of damping holes 2, the residual stress wave energy penetrating the damping curtain has been reduced to an extremely low level. In addition, after undergoing one blast compression, due to the high elasticity of the polyurethane foam itself, the material can quickly rebound and restore its original shape after the blast load is removed. It can continue to play a damping and insulating role in subsequent excavation cycles, eliminating the need to rebuild the curtain in each excavation cycle and improving the economic efficiency of construction.

[0033] Optionally, in S2, before filling the vibration damping hole 2 with energy-absorbing and vibration-damping material, a flexible restraint bag 4 with a pre-installed grouting pipe 401 is first sent into the bottom of the vibration damping hole 2. The flexible restraint bag 4 is made of high-strength geotextile or nylon fiber. The outer layer of the flexible restraint bag 4 is coated with a microporous breathable membrane. The energy-absorbing and vibration-damping material is injected into the interior of the flexible restraint bag 4 through the grouting pipe 401 for foaming and filling.

[0034] Exemplarily, in this embodiment of the invention, a specific implementation method for filling the inclined vibration damping hole 2 with energy-absorbing and vibration-damping material in step S2 is further defined. Before filling with the energy-absorbing and vibration-damping material, a flexible restraint bag 4 pre-installed with a grouting pipe 401 is first inserted into the bottom of the vibration damping hole 2. The flexible restraint bag 4 is made of high-strength geotextile or nylon fiber, such as... Figure 9 As shown, the flexible restraint bag 4 has a tubular structure, and its length matches the depth of the vibration damping hole 2. The outer layer of the flexible restraint bag 4 is coated with a microporous breathable membrane. The micropore size of this breathable membrane is precisely designed to allow the gas generated during the foaming process inside the flexible restraint bag 4 to escape smoothly, but to prevent the uncured grout from penetrating through. The grouting pipe 401 is pre-installed in the center of the bag 4, serving as the axial support skeleton of the flexible restraint bag 4. The energy-absorbing and vibration-damping material is injected into the flexible restraint bag 4 through the grouting pipe 401 for foaming and filling. After the vibration damping hole 2 is drilled, the construction personnel send the flexible restraint bag 4, pre-installed with the grouting pipe 401, into the vibration damping hole 2 until the bottom of the flexible restraint bag 4 reaches the bottom of the vibration damping hole 2. At this time, the flexible restraint bag 4 is in an unfilled folded state, with an outer diameter smaller than the diameter of the vibration damping hole 2, which facilitates smooth insertion. Then, the grouting pump is connected to the grouting pipe 401, and the mixed grout of the energy-absorbing and vibration-damping material is injected. The grout enters the inner cavity of the flexible restraint bag 4 through the grout outlet 402 on the wall of the grouting pipe 401, and begins chemical foaming and expansion. As the volume increases, the grout and foam first fill the internal space of the flexible restraint bag 4, and then the expansion pressure pushes the wall of the flexible restraint bag 4 outward, making the flexible restraint bag 4 tightly adhere to the wall of the vibration damping hole 2. During this process, the gas generated by foaming is discharged through the microporous breathable membrane on the outer layer of the flexible restraint bag 4, avoiding the problem of gas accumulation inside the flexible restraint bag 4 and causing incomplete filling. At the same time, although the wall of the vibration damping hole 2 may have cracks due to natural fissures in the surrounding rock or drilling disturbance, the grout is also tightly restrained inside the flexible restraint bag 4, preventing it from seeping into the deep surrounding rock along the cracks and causing grout loss and waste. In this embodiment, the flexibility of the flexible restraint bag 4 allows it to deform to conform to the irregular shape of the borehole wall of the vibration damping hole 2, ensuring a tight fit between the energy-absorbing material and the borehole wall and eliminating gaps that affect the efficiency of stress wave transmission. The high-strength woven structure of the flexible restraint bag 4 can withstand the pressure of foam expansion while resisting the "siphoning" effect of the surrounding rock fissures on the grout, effectively preventing grout loss and ensuring that each vibration damping hole 2 is filled with sufficient energy-absorbing material. The flexible restraint bag 4 completely isolates the chemical grout from the groundwater, preventing the pollution of the groundwater environment by polyurethane and other chemicals, and meeting the environmental protection requirements of underground engineering.

[0035] Optionally, the grouting pipe 401 is a hollow PVC or PE pipe, and multiple grout outlet holes 402 are provided on the grouting pipe 401. The multiple grout outlet holes 402 are arranged at intervals along the length of the grouting pipe 401. Optionally, a one-way grout stop valve 403 is provided at the input end of the grouting pipe 401, and a self-locking grout stop plug 404 is provided at the bag opening end of the flexible restraint bag 4.

[0036] Exemplarily, in this embodiment of the invention, the specific design of the grouting pipe and the orifice sealing structure is further defined. The grouting pipe 401 is made of hollow PVC or PE pipe, and multiple grout outlet holes 402 are provided on the grouting pipe 401. The multiple grout outlet holes 402 are arranged at intervals along the length direction of the grouting pipe 401, so that the grout can be evenly distributed in the axial direction. A one-way grout stop valve 403 is provided at the input end of the grouting pipe 401. A self-locking grout stop plug 404 is provided at the bag opening end of the flexible restraint bag 4. When grouting begins, the mixed grout flows along the inner cavity of the grouting pipe 401 towards the bottom of the hole under the pressure drive of the grouting pump. After the grout reaches the input end of the grouting pipe 401, it is first sprayed out from the pipe end through the one-way grout stop valve 403 to fill the bottom space of the flexible restraint bag 4. As the bottom space is gradually filled, the pressure inside the pipe increases, and the grout begins to be sprayed and diffused from each grout outlet hole 402 on the pipe wall into the middle and upper space of the flexible restraint bag 4. The arrangement of multiple grout outlets 402 along the length of the grouting pipe 401 ensures uniform axial distribution of the grout, preventing localized underfilling or overfilling. The one-way grout stop valve 403 at the inlet of the grouting pipe 401 automatically closes after grouting, preventing the grout injected into the flexible restraint bag 4 from flowing back through the grouting pipe under gravity. Since the vibration damping hole 2 is an inclined hole with its opening higher than the bottom, uncured grout naturally tends to overflow from the opening under gravity. The self-locking grout stop plug 404 is designed to solve this problem. During grouting, as the grout inside the flexible restraint bag 4 increases and foams, the pressure at the opening gradually rises. When the pressure reaches the preset trigger value of the self-locking grout stop plug 404, the expandable material (such as a rubber ring) inside the plug expands radially under pressure, tightly locking the annular gap between the vibration damping hole 2 wall and the grouting pipe 401, forming a reliable seal. Even if grouting continues at this point, the grout will not overflow from the orifice. Once the flexible restraint bag 4 is completely filled, there is nowhere for the grout to be injected, causing the pressure inside the pipe to rise sharply. Based on this, the construction personnel decide to stop grouting. In specific implementation, a two-component grouting pump device is used for grouting operations. Isocyanate (component A) and a composite polyether premixed with waste rubber powder, hollow glass microspheres, and foaming agent (component B) are stored in two separate storage tanks. A dual-channel plunger pump is used to output the grout synchronously at a weight ratio of A:B = 1:0.8~1.0. The two materials are then fully mixed after entering the static mixing pipe. The effective mixing section of the static mixing pipe is not less than 30cm in length and has no less than 16 spiral mixing units. The uniformly mixed grout is directly connected from the outlet of the static mixing pipe to the input end of the grouting pipe 401 and injected into the flexible restraint bag 4 under the pressure of the grouting pump. Waste rubber powder and hollow glass microspheres are added to the B component storage tank before use and thoroughly stirred and dispersed with a low-speed mixer to ensure that the two functional fillers are uniformly suspended in the combined polyether, thus avoiding sedimentation and segregation during pumping.After each grouting operation, the static mixing pipe and the pipes in contact with the two components must be flushed with a cleaning agent to prevent residual materials from cross-solidifying and clogging the pipes. The entire single-hole grouting process lasts about 1 to 2 minutes. With the curing time of the foaming material being 3 to 5 minutes, the construction cycle of each vibration damping hole 2 can be completed within 5 to 7 minutes.

[0037] Optionally, the vibration damping holes 2 are arranged in multiple rows. The first row is 30cm away from the peripheral eye of the surrounding light burst area 103, and the spacing between adjacent rows is 30cm. The external insertion angle α1 of each row of vibration damping holes 2 is 10°~15°, and the spacing between adjacent vibration damping holes 2 in the same row is 60~80cm; the depth of the i-th row of vibration damping holes 2 is... Determine using the following formula: ; Where α1 is the external insertion angle of the vibration damping hole 2. The horizontal distance between the i-th row of vibration damping holes 2 and the blast hole 3. Let λ be the depth of borehole 3, and λ be the safety factor, where λ > 1.

[0038] Exemplary, in embodiments of the present invention, such as Figure 7 As shown, the theoretical depth of the vibration damping hole 2 in the horizontal direction is... To ensure that the protection range covers the deep area of ​​the blasting disturbance, the theoretical depth of the vibration damping hole 2 in the horizontal direction must be greater than the depth of the blast hole 3. Therefore, a safety factor λ is introduced, and we can obtain: ; from Figure 7 Based on the geometric relationships in the diagram, the depth of the i-th row of vibration damping holes 2 can be determined: ; Combining the above two equations, we can obtain: .

[0039] In this embodiment, the geometric parameters such as the number of rows, row spacing, hole spacing, external insertion angle, and hole depth calculation formula of the inclined vibration damping holes 2 are further defined. The vibration damping holes 2 are arranged in multiple rows, such as... Figure 6 As shown. The first row (inner layer) is 30cm away from the peripheral eye of the surrounding light-explosion zone 103, and adjacent rows maintain an equal spacing of 30cm. The external insertion angle α1 of each row of vibration damping holes 2 is uniformly set to 10°~15°. The hole spacing between adjacent vibration damping holes 2 in the same row is 60~80cm. Figure 8In this design, borehole 3 is simplified to a horizontal line, and vibration damping hole 2 is simplified to an oblique line. The external insertion angle α1 causes vibration damping hole 2 to gradually shift outwards from the working face 1 towards the outer edge of the design contour line 104, resulting in a certain horizontal offset of the bottom of vibration damping hole 2 relative to the borehole opening. This inclined arrangement ensures that when borehole 3 is drilled horizontally into the surrounding rock from the working face 1, the component of the stress wave generated by the blast propagating forward along the axial direction (i.e., the excavation direction) of borehole 3 is the strongest. Therefore, the protection range of the damping curtain must cover the entire blasting disturbance zone in the excavation direction (horizontal direction). If vibration damping hole 2 is also drilled horizontally, it will be parallel to borehole 3, with their bottoms on the same vertical plane. The horizontal protection depth of the damping curtain will be the same as the depth of borehole 3, failing to protect the disturbance zone beyond the bottom of borehole 3. By introducing an external insertion angle, the bottom of vibration damping hole 2 extends beyond the bottom of borehole 3 in the horizontal direction. The safety factor λ>1 ensures the theoretical horizontal depth of vibration damping hole 2. greater than 3 depth of the borehole This ensures that the damping curtain completely covers the blasting disturbance zone in the excavation direction, eliminating blind spots. In practical engineering applications, the recommended range for the safety factor λ is 1.1 to 1.3. When λ is 1.1, the horizontal protection depth of the damping hole 2 exceeds the depth of the blast hole 3 by 10%, suitable for conditions with uniform geological conditions and high drilling accuracy of the blast hole 3 (depth error not exceeding 5cm). When λ is 1.3, the protection depth exceeds the depth of the blast hole 3 by 30%, suitable for conditions where the rock hardness varies greatly in deep, high-stress surrounding rock and the actual depth of the blast hole 3 may deviate from the design value due to drilling resistance. λ should not exceed 1.5; otherwise, the depth of the damping hole 2 will be too large, increasing the amount of ineffective drilling and making the bottom of the damping hole 2 too close to the face 1 of the next cycle in the excavation direction, which may cause local damage to the energy-absorbing material at the bottom of the damping hole 2 due to blasting disturbance in the next cycle, leading to its failure. The selection of an external insertion angle α1 of 10° to 15° is a result of comprehensive consideration of the protection effect and construction feasibility. If the angle is too small (less than 10°), the vibration damping hole 2 will be nearly horizontal, requiring a greater hole depth to achieve sufficient horizontal clearance, increasing drilling workload and difficulty. If the angle is too large (greater than 15°), the vibration damping hole 2 will deviate too far from the outline, increasing the distance between the damping curtain constructed in the previous cycle and the new working face 1 after the next cycle of excavation, weakening the coupling effect with the new round of blasting. The range of 10°~15° is within the adjustable swing angle range of the rock drilling rig's boom, which can be achieved without additional drilling equipment. The row spacing of 30cm and the hole spacing of 60~80cm create a dense grid-like wave impedance mismatch band on the projection surface from multiple rows of vibration damping holes 2. The staggered arrangement ensures that the vibration damping holes 2 in adjacent rows are located exactly at the midpoint between two adjacent holes in the preceding and following rows. Regardless of the direction of stress wave propagation, it must pass through at least one vibration damping hole 2 filled with energy-absorbing material, ensuring that the curtain provides protection without blind spots.

[0040] Specifically, in one specific embodiment of the present invention, a hard rock CAES gas storage facility under construction has a circular cross-section diameter of 8m and a cyclic excavation advance of 3m (i.e., borehole depth of 3m). Approximately 320cm), with a safety factor λ=1.2 and an external insertion angle α1=15°. Vibration damping holes 2 are arranged in 3 rows. The first row is 30cm from the peripheral eye. =30cm), then: The depth of the first row of vibration damping holes 2 is: =(1 / cos15°)×(30+1.2×320)=(1 / 0.966)×414≈429cm; The distance between the second row of vibration damping holes 2 and the borehole 3 is 60cm. =60cm), depth: =(1 / cos15°)×(60+384)≈460cm; The distance between the third row of vibration damping holes 2 and the borehole 3 is 90cm. =90cm), depth: =(1 / cos15°)×(90+384)≈490cm.

[0041] The depth of the three rows of vibration damping holes 2 increases from 429cm to 490cm, and the protection depth in the horizontal direction reaches [a certain depth]. It exceeds the depth of 320cm of the blast hole 3, ensuring complete coverage of the protection range.

[0042] Optionally, the core excavation area 101 is located at the geometric center of the working face 1, and adopts a compound wedge-shaped excavation with rectangular or square holes arranged in a rectangular or square pattern. The size is 0.2 to 0.3 times the diameter of the tunnel. The auxiliary excavation area 102 is arranged around the core excavation area 101, and its outer boundary is 60 to 80 cm away from the design outline 104. The inner boundary of the surrounding blasting area 103 is the outer boundary of the auxiliary excavation area 102, and the outer boundary is located on the design outline 104.

[0043] For example, in this embodiment of the invention, the specific spatial division method of the three zones of the working face 1 is further defined. For example... Figure 2As shown, the core cut zone 101 is located at the geometric center of the working face 1, employing a compound wedge-shaped cut with rectangular or square holes arranged in a rectangular or square pattern, its size being 0.2 to 0.3 times the tunnel diameter. The auxiliary excavation zone 102 surrounds the core cut zone 101, its inner boundary coinciding with the outer boundary of the core cut zone 101, and its outer boundary being 60 to 80 cm from the design outline 104. The inner boundary of the peripheral blasting zone 103 is the outer boundary of the auxiliary excavation zone 102, and its outer boundary lies on the design outline 104. The core cut zone 101 uses a rectangular or square hole arrangement instead of a circular one. Although the gas storage tank's design cross-section is circular, the rectangular hole arrangement better conforms to the drilling control trajectory of the rock drilling rig based on a rectangular coordinate system (horizontal and vertical directions), reducing the difficulty and error of borehole positioning. Simultaneously, the rectangular hole arrangement facilitates the uniform focusing of explosive energy in the central area, allowing the rock in the core cut zone 101 to be ejected intact rather than merely cracked. The size of the core cut zone 101 is 0.2 to 0.3 times the diameter of the cavern. For a gas storage facility with a diameter of 8m, the side length of the core cut zone 101 is approximately 1.6 to 2.4m. This size ensures that the number and density of cut holes are sufficient to overcome the strong clamping forces in the central region of the deep rock mass, while also controlling the total charge of the core cut zone 101 to prevent it from becoming too large. The compound wedge-shaped cut structure consists of two layers of symmetrically inclined blast holes 3. The inner blast hole 3 is detonated first to remove the smallest area of ​​rock in the center, and the outer blast hole 3 is detonated subsequently to expand the cut area. This layered cut method further disperses the blasting energy during the cut stage. The outer boundary of the auxiliary excavation zone 102 is 60-80cm away from the design outline 104. This distance serves a dual purpose: firstly, it provides sufficient thickness for the surrounding smooth blasting zone 103 to allow for precise controlled blasting, ensuring the smoothness of the final formed surface and minimizing damage to the surrounding rock; secondly, this distance matches the 30cm arrangement of the first row of vibration damping holes 2 in the outer damping curtain, and the 60-80cm radial thickness of the surrounding smooth blasting zone 103 provides a certain natural attenuation distance before the blasting stress wave propagates to the damping curtain. The three zones form a three-layer structure of "core-transition-edge" from the center outwards. The core excavation zone 101 is responsible for breaking the hardest and most constricting central rock mass, the auxiliary excavation zone 102 is responsible for expanding the cavity to near the design outline, and the surrounding smooth blasting zone 103 is responsible for the final precise shaping. This zoning method allows the release of blasting energy to be distributed in a spatial gradient from high to low. The closer to the design outline 104 and the area of ​​the retained surrounding rock, the lower the blasting intensity and the less damage to the surrounding rock. This forms a multi-level vibration reduction gradient from the inside to the outside with the damping curtain outside the outline.

[0044] Optionally, the delay for partitioned delayed peak detonation is set as follows: the time interval Δt1 between the core excavation area 101 and the auxiliary excavation area 102 is ≥50ms, the time interval Δt2 between the auxiliary excavation area 102 and the surrounding light blasting area 103 is ≥75ms, and the delay interval between adjacent blast hole sections in the same area from the inside out is 15~25ms.

[0045] For example, in this embodiment of the invention, specific delay parameters for partitioned delayed peak-shifting detonation are further defined. The core cut-out zone 101 is detonated first at 0ms. The compressive stress wave generated by the blast propagates outwards at the longitudinal wave velocity of the rock. Taking granite as an example, its longitudinal wave velocity is approximately 4500m / s. For a gas storage tank with a diameter of 8m, the blast stress wave only takes about 0.9ms to propagate from the center of the working face 1 to the design outline 104, but the rock breaking, loosening, and throwing process takes tens of milliseconds to complete. The setting of Δt1≥50ms ensures that the rock in the core cut-out zone 101 has basically completed the throwing process before the auxiliary excavation zone 102 is detonated, forming a cavity with sufficient space as a free surface for the rock collapse in the auxiliary excavation zone 102. If Δt1 is too short, the rock in the core cut-out zone 101 has not been effectively thrown out, and the blast energy in the auxiliary excavation zone 102 lacks a free surface release channel, and will be more converted into stress waves propagating to the surrounding rock, increasing the vibration intensity. The setting of Δt2≥75ms, which is greater than Δt1, is because the peripheral light blasting zone 103 is directly adjacent to the design outline 104 and the retained surrounding rock, and therefore has the most stringent requirements for vibration control. The 75ms interval not only ensures that the rock in the auxiliary excavation zone 102 has completed its collapse and throwing, but more importantly, it ensures that the seismic waves generated by the blasting in the auxiliary excavation zone 102 have sufficiently attenuated. The attenuation rate of seismic waves in the rock mass is related to both distance and time. The 75ms time window provides ample time for the natural attenuation of stress waves, allowing the background vibration level at the time of detonation in the peripheral light blasting zone 103 to drop to a low value. The vibration generated by the peripheral light blasting zone 103 itself, superimposed on the low background vibration, will not exceed the vibration limit of the protected object. The 15~25ms delay interval between adjacent blast hole sections within the same area is set based on the vibration reduction principle of micro-differential blasting. When the time difference between the detonation of two adjacent boreholes 3 is such that the peak of the seismic wave generated by the former borehole and the trough of the seismic wave generated by the latter borehole meet at the monitoring point, the two waves interfere and cancel each other out, resulting in a significant reduction in the amplitude of the composite wave. The 15-25 ms range covers the half-cycle interval of seismic wave propagation between adjacent boreholes 3 under common hard rock conditions, ensuring that the arrival times of each segment of blasting seismic wave at the monitoring point are staggered, effectively avoiding peak superposition. The high-precision digital electronic detonator achieves a delay accuracy of less than 1 ms, providing hardware support for precise control of the aforementioned delay parameters.

[0046] Specifically, in one specific embodiment of the present invention, such as Figure 5As shown, the detonation sequence is set as follows: the core excavation zone 101 is detonated at 0ms (MS1), the inner ring of the auxiliary excavation zone 102 is detonated at 50ms (MS2), the outer ring of the auxiliary excavation zone 102 is detonated at 110ms (MS3), and the peripheral blasting zone 103 is detonated at 180ms (MS4). This sequence strictly follows the principle of peeling away layers from the inside out, ensuring that the seismic waves from each detonation are sufficiently attenuated before the next detonation, thus achieving effective peak shifting of the seismic waves.

[0047] Optionally, there is an annular gap between the inner wall of the borehole 3 and the charge 301. The ratio of the diameter of the borehole 3 to the diameter of the charge 301 is 1.3 to 1.6. Multiple charge 301 segments are evenly spaced along the length direction inside the borehole 3. The spacing between two adjacent charge 301 segments is 20% to 30% of the length of the charge 301.

[0048] For example, in this embodiment of the invention, the charging structure design of the borehole 3 in each region is further defined. An annular gap exists between the inner wall of the borehole 3 and the propellant cartridge 301, such as... Figure 3 As shown, the ratio of the diameter of the borehole 3 to the diameter of the propellant cartridge 301 is controlled between 1.3 and 1.6. Multiple propellant cartridges 301 are evenly spaced along the length of the borehole 3, as shown... Figure 4 As shown, Figure 4The left side uses stemming clay as a sealing section, and the right side serves as the charging section. Multiple sections of explosive cartridge 301 are inserted at intervals, connected by detonating cord, extending to the outside of the left sealing section. The interval between two adjacent sections of explosive cartridge 301 is 20% to 30% of the length of the cartridge 301. In conventional coupled charging, the explosive cartridge 301 is tightly attached to the borehole wall 3. The high-pressure shock wave generated at the moment of explosion directly acts on the borehole wall rock, with extremely high peak pressure and extremely short duration, causing severe pulverization damage to the rock near the borehole wall, generating numerous cracks that extend deep into the surrounding rock. When there is an annular gap between the inner wall of borehole 3 and the explosive cartridge 301, this gap acts as a buffer layer. The shock wave generated by the explosion first propagates and expands in the annular gap. As the shock wave front passes through the gap, its area continuously increases. According to the law of conservation of energy, the energy density per unit area decreases accordingly. At the same time, the compressibility of air is much greater than that of rock. The existence of the annular gap allows the extremely high pressure in the initial stage of the explosion to be partially absorbed and released during gas compression. When the pressure wave finally reaches the borehole wall, its peak pressure is significantly lower than that under coupled charge conditions, while the action time is correspondingly prolonged. This "peak-shaving and broadening" effect transforms the rock fragmentation mode from "impact crushing" under high strain rate to "quasi-static compression crushing" under lower strain rate, reducing far-field damage to the remaining surrounding rock. The selection range of 1.3 to 1.6 for the ratio of borehole diameter 3 to charge cartridge diameter 301 is a combination of theoretical analysis and engineering experience. When the ratio is lower than 1.3, the annular gap is too thin, and the buffering effect is not obvious; when the ratio is higher than 1.6, the excessively thick air layer results in too low energy transmitted to the borehole wall, which may lead to insufficient rock fragmentation and reduced advance efficiency. In a specific embodiment, a charge cartridge 301 with a diameter of 32mm and a borehole diameter of 45mm are used, with a ratio of approximately 1.4, achieving a good balance between vibration reduction and fragmentation efficiency. In the continuous charge structure, when the entire charge section is detonated simultaneously, a nearly uniform explosion pressure is generated along the entire length of borehole 3, applying a continuous high-intensity impact to the borehole wall. In the segmented charge structure of this invention, multiple charge rolls 301 are evenly spaced along the length of the borehole 3, with a gap between adjacent charge rolls 301, thus dividing the explosive energy into multiple independent pulses axially. When a charge roll 301 segment detonates, the explosive gas expands axially towards the gaps on both sides simultaneously. The air in the gaps is compressed, acting as an "air cushion," slowing down the expansion rate of the explosive gas and prolonging the time the gas acts on the borehole wall. This effect allows the rock to fracture under lower peak pressure through a longer period of gas expansion and compression, rather than being crushed by impact under instantaneous high pressure. The gap between adjacent charge rolls 301 is 20% to 30% of the length of the charge roll 301, ensuring that while reducing the total charge amount, the explosive energy of each charge roll 301 is still sufficient to break the rock within its corresponding range. In a specific embodiment, the gap ratio in the 220cm length of the slotted borehole charge section is 25%, and the same 25% gap ratio is used in auxiliary holes and peripheral holes.The combined effect of the radial annular gap and the axial segmented interval reduces the initial peak pressure of the explosion shock wave on the borehole wall rock from both radial and axial dimensions, transforming the overall fragmentation mode of the explosion from "impact fragmentation" to "quasi-static compression fragmentation." This not only reduces far-field damage to the remaining surrounding rock but also lowers the initial intensity of the stress wave transmitted to the damping curtain direction, easing the workload of passive vibration reduction measures and further enhancing the overall effect of the combined vibration reduction.

[0049] Optionally, the vibration damping hole 2 and the blast hole 3 are drilled using the same rock drilling rig. The drill arm in the middle of the rock drilling rig drills the blast holes 3 in the core slotting area 101 and the auxiliary enlargement area 102. While drilling the blast holes 3 in the surrounding blasting area 103, the drill arms on both sides of the rock drilling rig use the boom swing function to drill the vibration damping hole 2 outside the design outline 104.

[0050] Exemplarily, in this embodiment of the invention, the construction sequence coordination method of the inclined vibration damping holes 2 and the blast holes 3 in each area is further defined. The vibration damping holes 2 and the blast holes 3 are drilled using the same rock drilling rig in the same process. After the rock drilling rig is in place, the first step is to measure and lay out the lines, marking the boundaries of the core cut area 101, the auxiliary excavation area 102, and the surrounding blasting area 103, as well as the positions of all blast holes 3, on the working face 1. At the same time, the positions of multiple rows of inclined vibration damping holes 2 are marked outside the design outline 104. After the rig is in place, the middle drilling arm and the two side drilling arms start working simultaneously. The middle drilling arm drills horizontally (or at the design angle) according to the hole layout diagram of the core cut area 101 and the auxiliary excavation area 102, completing the drilling of the blast holes 3 on the core cut area 101 and the blast holes 3 on the auxiliary excavation area 102. The two drill arms first drill peripheral holes for the surrounding blasting zone 103 at a normal angle. After completing each set of peripheral holes, the hydraulic tilting function of the boom is used to tilt the drill arm 10°~15° outward from the design contour line 104, drilling an inclined vibration damping hole 2 between two adjacent peripheral holes. After completion, the drill arm is tilted back to the normal angle to continue drilling the next set of peripheral holes. This process is repeated until all peripheral holes and multiple rows of vibration damping holes 2 are completed. The tilting function of the trolley boom is a standard feature of modern three-arm rock drilling jumbos. Its hydraulic system can adjust the drill arm tilting angle by more than ±15° in both horizontal and vertical planes, fully meeting the drilling requirements of 10°~15° outward angle without requiring any modification to the trolley or additional special equipment. Traditional passive vibration damping solutions (such as vibration isolation trenches or pre-cracks) require separate equipment and personnel to construct the vibration damping structure outside of normal blasting operations, increasing the complexity of process connections and waiting time. This scheme integrates the drilling of vibration-damping holes 2 into the same process as drilling conventional blast holes 3. The drilling rig can complete all drilling operations in a single setup, without adding extra setup times or cycle time. Since vibration-damping holes 2 are drilled obliquely from the working face 1 towards the outside of the design outline 104 into the surrounding rock, their openings are located in the peripheral area of ​​the working face 1, not exceeding the design outline 104. Vibration-damping holes 2 themselves are small-diameter holes, not constituting large-area excavation of the surrounding rock. In contrast, traditional vibration isolation trenches require the excavation of a large amount of rock outside the design cross-section to form trenches, increasing the amount of slag removal and support work several times over. This scheme directly embeds the vibration-damping structure into the surrounding rock outside the design outline 104, significantly saving excavation work and support costs. This scheme achieves a streamlined operation of "drilling-curtain construction-charging-detonation".

[0051] Unless otherwise defined, the technical or scientific terms used herein shall have the ordinary meaning as understood by one of ordinary skill in the art to which this invention pertains. The terms “first,” “second,” and similar terms used in this patent application specification and claims do not indicate any order, quantity, or importance, but are merely used to distinguish different components. Similarly, the terms “an” or “a” and similar terms do not indicate a quantity limitation, but rather indicate the presence of at least one. The terms “comprising” or “including” and similar terms mean that the elements or objects preceding “comprising” or “including” encompass the elements or objects listed following “comprising” or “including” and their equivalents, and do not exclude other elements or objects. The terms “connected” or “linked” and similar terms are not limited to physical or mechanical connections, but can include electrical connections, whether direct or indirect. The terms “upper,” “lower,” “left,” and “right” are used only to indicate relative positional relationships; when the absolute position of the described object changes, the relative positional relationship may also change accordingly.

[0052] The above description is merely an optional embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A method for combined vibration reduction of a gas storage facility using zoned staggered blasting and damping curtain synergy, characterized in that, Includes the following steps: Step 1: Divide the gas storage excavation face into three areas from the inside out: the core trenching area, the auxiliary expansion area, and the peripheral blasting area. Arrange multiple rows of inclined vibration damping holes in the surrounding rock outside the peripheral blasting area. The multiple rows of vibration damping holes are arranged in an alternating manner. The vibration damping holes are drilled at a preset outward angle towards the outside of the design outline. Step 2: Fill the vibration damping holes with energy-absorbing and vibration-damping material, and solidify the energy-absorbing and vibration-damping material in close contact with the hole wall to form a multi-layer damping curtain with energy-absorbing properties around the design outline. Step 3: Open blast holes and fill them with explosive cartridges in the core excavation area, auxiliary excavation area and surrounding blasting area respectively. Detonate the core excavation area, auxiliary excavation area and surrounding blasting area in a staggered manner from the inside to the outside.

2. The combined vibration reduction method for gas storage facilities using zoned staggered blasting and damping curtain synergy as described in claim 1, characterized in that, The energy-absorbing and vibration-damping material is a polyurethane-rubber particle composite foam material, which includes, by weight: 100 parts isocyanate, 80-100 parts polyether, 30-50 parts waste rubber powder, 10-20 parts hollow glass microspheres, and 5-10 parts foaming agent. The particle size of the waste rubber powder is 20-40 mesh.

3. The combined vibration reduction method for gas storage facilities using staggered blasting and damping curtains in accordance with claim 1, characterized in that, In step two, before filling the vibration damping hole with energy-absorbing and vibration-damping material, a flexible restraint bag with a pre-installed grouting pipe is first sent into the bottom of the vibration damping hole. The flexible restraint bag is made of high-strength geotextile or nylon fiber and the outer layer of the flexible restraint bag is coated with a microporous breathable membrane. The energy-absorbing and vibration-damping material is injected into the flexible restraint bag through the grouting pipe for foaming and filling.

4. The combined vibration reduction method for gas storage facilities using staggered blasting and damping curtains in accordance with claim 3, characterized in that, The grouting pipe is a hollow PVC or PE pipe, and multiple grout outlet holes are provided on the grouting pipe, which are arranged at intervals along the length of the grouting pipe.

5. The combined vibration reduction method for gas storage facilities using zoned staggered blasting and damping curtain synergy as described in claim 3, characterized in that, The grouting pipe is equipped with a one-way grout stop valve at its input end, and the flexible restraint bag is equipped with a self-locking grout stop plug at its opening.

6. The combined vibration reduction method for gas storage facilities using zoned staggered blasting and damping curtain synergy as described in claim 1, characterized in that, The boreholes on the peripheral light burst zone are called peripheral holes. Multiple rows of vibration-damping holes are arranged, with the first row 30cm from the peripheral holes in the peripheral light burst zone. The spacing between adjacent rows is 30cm. The external insertion angle α1 of each row of vibration-damping holes is 10°~15°. The spacing between adjacent vibration-damping holes in the same row is 60~80cm. The depth of the vibration-damping holes in the i-th row... Determine using the following formula: ； Wherein, α1 is the external insertion angle of the vibration damping hole. The horizontal distance between the vibration damping holes in the i-th row and the borehole. Let λ be the depth of the borehole, and λ be the safety factor, where λ >

1.

7. The combined vibration reduction method for gas storage facilities using zoned staggered blasting and damping curtain synergy as described in claim 1, characterized in that, The core excavation area is located at the geometric center of the tunnel face. It adopts a compound wedge-shaped excavation and is arranged in a rectangular or square pattern with a size of 0.2 to 0.3 times the tunnel diameter. The auxiliary excavation area is arranged around the core excavation area, and its outer boundary is 60 to 80 cm away from the design outline. The inner boundary of the peripheral blasting area is the outer boundary of the auxiliary excavation area, and the outer boundary is located on the design outline.

8. The combined vibration reduction method for gas storage facilities using zoned staggered blasting and damping curtain synergy as described in claim 1, characterized in that, The delay settings for the partitioned delayed peak detonation are as follows: the time interval Δt1 between the core excavation area and the auxiliary expansion area is ≥50ms, the time interval Δt2 between the auxiliary expansion area and the surrounding light blasting area is ≥75ms, and the delay interval between adjacent blast hole sections in the same area from the inside out is 15~25ms.

9. The combined vibration reduction method for gas storage facilities using zoned staggered blasting and damping curtain synergy as described in claim 1, characterized in that, There is an annular gap between the inner wall of the borehole and the propellant cartridge. The ratio of the borehole diameter to the propellant cartridge diameter is 1.3 to 1.

6. Multiple propellant cartridges are evenly spaced along the length of the borehole. The distance between two adjacent propellant cartridges is 20% to 30% of the length of the propellant cartridge.

10. The combined vibration reduction method for gas storage facilities using zoned staggered blasting and damping curtain synergy as described in claim 1, characterized in that, The vibration damping holes and blast holes are drilled using the same rock drilling rig. The drill arm in the middle of the rock drilling rig drills the blast holes in the core slotting area and the auxiliary enlargement area. While drilling the blast holes in the surrounding light blasting area, the drill arms on both sides of the rock drilling rig use the boom swing function to drill the vibration damping holes outside the design outline.

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