A method and system for measuring damage to a gas storage reservoir

Abstract

The present application relates to the technical field of underground space engineering and blasting vibration monitoring, in particular to a kind of gas storage damage measurement method and system.Method includes: when new gas storage is excavated several times by blasting, the three-dimensional acceleration time history signals of each measuring point on the surface of gas storage steel lining are obtained by using gas storage steel lining surface vibration acceleration monitoring network and preprocessed, and the vibration velocity time history signals of each measuring point on the surface of gas storage steel lining are obtained;Introduce explosive type influence coefficient, charge structure decoupling coefficient, wave impedance ratio factor, additional amplitude attenuation factor caused by cumulative damage to modify classical Sadovskiy formula, to obtain the theoretical peak velocity prediction model of the i th steel lining measuring point under the n th blasting;According to the theoretical peak velocity prediction model, the damage inversion formula is derived, and the damage value of each measuring point corresponding to the vibration velocity time history signal is calculated by using the damage inversion formula.

Description

Technical Field

[0001] This invention relates to the field of underground space engineering and blasting vibration monitoring technology, and more specifically, to a method and system for measuring damage to gas storage facilities. Background Technology

[0002] With the transformation of the global energy structure and the large-scale grid connection of renewable energy, compressed air energy storage (CAES), as a large-capacity, long-cycle physical energy storage technology, has ushered in unprecedented development opportunities. In the construction of underground gas storage projects, in order to meet the ever-increasing energy storage demand, it is often necessary to expand around existing operating or built gas storage facilities, that is, to carry out blasting and excavation operations near the newly built gas storage facility.

[0003] Modern high-pressure underground gas storage facilities typically employ a three-tiered composite load-bearing structure: surrounding rock, concrete lining, and steel lining. The steel lining primarily serves as an absolute seal against seepage, while the internal high-pressure gas load is transferred to the external surrounding rock through the concrete lining. Together, the surrounding rock and concrete lining form the core load-bearing structure. During drill-and-blast excavation near a new cavern, the immense energy released upon detonation propagates as stress waves to the surrounding medium. When these stress waves reach the existing gas storage facility's load-bearing structure (surrounding rock and concrete lining), the dynamic load disturbance caused by the stress waves, due to the rock and concrete being brittle materials with tensile strength far lower than compressive strength, leads to the expansion of existing micro-cracks and the initiation of new ones, resulting in secondary damage. More seriously, the excavation of a new gas storage facility is a long-term, cyclical blasting process. Frequent stress wave impacts cause the existing gas storage facility's load-bearing structure to accumulate damage. As the cumulative damage gradually increases, the macroscopic mechanical properties of the surrounding rock and concrete lining (such as elastic modulus and tensile and compressive strength) will deteriorate sharply, leading to a significant increase in structural deformation. This deterioration may not only cause local instability and failure of the cavern, but also cause the load-bearing structure to lose effective support for the internal steel lining; once the deformation exceeds the yield limit of the steel lining, it will directly tear the high-strength steel lining, causing a catastrophic high-pressure gas leak in the gas storage facility, completely losing its sealing and energy storage functions.

[0004] Currently, for the monitoring and assessment of blasting vibrations in underground engineering, the engineering community generally uses the traditional Sadovsky formula to predict peak particle velocity and assess safety. However, in complex gas storage projects, the traditional method has the following fatal flaws: (1) It does not consider the wave impedance difference of the composite structure: The traditional formula treats the propagation medium as a single homogeneous body, which cannot reflect the reflection and transmission effects of stress waves when passing through the interface of "surrounding rock-concrete lining", and does not consider the attenuation effect of concrete lining thickness, grade and surrounding rock grade on wave propagation. (2) It lacks a cumulative damage evolution mechanism: The attenuation coefficient in the traditional formula is a static constant, which ignores the phenomenon of wave velocity reduction and amplitude abrupt decay caused by the increase of microcracks inside the bearing structure as the number of blasts increases. (3) The blast source parameters are simplified: Only the total amount of explosive is considered, and the influence of the type of explosive (such as emulsion explosive, expanded ammonium nitrate explosive) and the charging structure (such as coupled charge, uncoupled charge) on the initial explosion energy release characteristics is not refined. (4) Limitations of monitoring methods: Damage to the surrounding rock and concrete interior is difficult to be measured directly with non-destructive high precision. Summary of the Invention

[0005] To overcome the shortcomings of existing technologies, this invention provides a method and system for measuring damage to gas storage facilities. By deploying a mesh-like array of acceleration sensors on the surface of the steel lining of an existing gas storage facility, the explosion vibration signal is captured. Combined with a depth-corrected wave theory formula, the overall damage evolution of the load-bearing structure is reversed, thereby providing early warning for the instability and damage of the gas storage facility and providing a scientific basis for subsequent emergency repairs.

[0006] The technical means adopted by this invention to solve its technical problem is: a method for measuring damage in a gas storage facility, the method comprising: S1. When the new gas storage tank is blasted and excavated several times, a vibration acceleration monitoring network for the steel lining surface of the gas storage tank is constructed based on the existing vibration acceleration data of the steel lining surface of the gas storage tank. The three-dimensional acceleration time history signals of each measuring point on the steel lining surface of the gas storage tank are obtained by the acceleration monitoring network and preprocessed to obtain the vibration velocity time history signals of each measuring point on the steel lining surface of the gas storage tank. S2. Introduce the influence coefficient of explosive type and the decoupling coefficient of charge structure to make the first-stage correction to the classical Sadovsky formula, and obtain the first-stage correction formula. S3. Introduce the wave impedance ratio factor to perform a second-stage correction on the first-stage correction formula to obtain the second-stage correction formula. S4. Introduce the additional amplitude attenuation factor caused by cumulative damage to perform a third-stage correction on the second-stage correction formula, and obtain the theoretical peak vibration velocity prediction model of the i-th steel lining measuring point under the nth blast. S5. Based on the theoretical peak velocity prediction model, derive the damage inversion formula, and use the damage inversion formula to calculate the damage value of each measuring point corresponding to the vibration velocity time history signal.

[0007] Preferably, the step of constructing a vibration acceleration monitoring network for the steel lining surface of a gas storage facility based on existing vibration acceleration data of the gas storage facility's steel lining includes: Three-dimensional high-frequency accelerometers are arranged in a grid pattern along the axial and circumferential directions at a set interval on the inner surface of the steel lining of the existing gas storage tank. A multi-channel high-speed data acquisition instrument was used to sample data from several of the three-dimensional high-frequency acceleration sensors to obtain the vibration acceleration monitoring network of the steel lining surface of the gas storage tank.

[0008] Preferably, step S1 includes: Wavelet denoising and baseline drift correction were performed on the triaxial acceleration time history signals of each measuring point on the steel lining surface of the gas storage tank, and then integrated once in the time domain to obtain the vibration velocity time history signals of each measuring point.

[0009] Preferably, step S2 includes: Based on the influence coefficient η of explosive type e Decoupling coefficient η of the charge structure c The actual amount of explosive Q in the nth blast. n Revised to equivalent standard dosage Q eq : (1); The equivalent standard drug dose Q eq Substituting into the classical Sadovsky formula, we obtain the first-stage correction formula: (2); Where V is the peak vibration velocity at the measuring point; R is the straight-line distance from the blast source to the measuring point; K and α are the coefficients and attenuation exponents related to the site geological conditions, respectively.

[0010] Preferably, step S3 includes: Based on the surrounding rock parameter ρ r ,c r and concrete parameters ρ c ,c c Define the wave impedance ratio factor: (3); According to the wave impedance ratio factor Constructing the equivalent propagation distance of the explosion stress wave: (4); Among them, R ri h represents the propagation distance of the explosion stress wave in the surrounding rock. c For the thickness of the concrete lining, The equivalent propagation distance of the explosion stress wave from the explosion source to the i-th measuring point; Substituting the equivalent propagation distance into formula (2), we obtain the second-stage correction formula: (5); Where V is the peak velocity at the measuring point, and Q eq This is the equivalent standard dosage. The equivalent propagation distance of the explosion stress wave from the explosion source to the i-th measuring point is given by K, which is a coefficient related to the site's geological conditions.

[0011] Preferably, step S4 includes: Based on the additional amplitude attenuation factor caused by cumulative damage Represented as: (6); Where D is the cumulative damage degree (0≤D≤1); ξ is the damage sensitivity coefficient of the material; Multiplying the additional amplitude attenuation factor by the second-stage correction formula yields the theoretical peak velocity prediction model for the i-th steel lining measuring point under the nth blast: (7); in, Let be the theoretical peak vibration velocity at the i-th steel lining measuring point under the n-th blast. The cumulative damage degree at the i-th steel lining measuring point under the nth blast, ξ is the material's damage sensitivity coefficient, Q eq This is the equivalent standard dosage. The equivalent propagation distance of the explosion stress wave from the explosion source to the i-th measuring point is given by K, which is a coefficient related to the site's geological conditions.

[0012] Preferably, step S5 includes: Let the theoretical peak vibration velocity of the measuring point be after n explosions. Equal to the measured value of the vibration velocity time history signal obtained by the vibration acceleration monitoring network on the steel lining surface ,Right now: (8); Taking the natural logarithm of both sides of equation (8), and performing algebraic rearrangement, we can directly solve for the current cumulative damage Dn(i) of the bearing structure behind the i-th steel lining measuring point after the nth blast: (9); (10); After combining the logarithmic terms, the damage inversion equation is obtained. The damage values ​​at each measuring point corresponding to the vibration velocity time history signal are calculated using the damage inversion formula. (11).

[0013] in, The current cumulative damage of the supporting structure behind the i-th steel lining measuring point after the nth blast.

[0014] Preferably, the method further includes: S6, performing graded early warning according to the preset early warning scheme corresponding to the damage value of each measuring point, including: Since the damage value is within the first damage threshold range, no special warning will be issued, and routine monitoring will continue. Based on the damage value being within the second damage threshold range, an alarm is issued and optimization of the blasting parameters is recommended. Based on the damage value falling within the third damage threshold range, the blasting construction of the new cavern is halted.

[0015] Preferably, the method further includes: Based on the set of damage values ​​corresponding to all discrete measurement points, a three-dimensional continuous damage field of the entire existing gas storage structure is reconstructed using a three-dimensional kriging space interpolation algorithm. The three-dimensional continuous damage field is mapped onto the three-dimensional BIM model of the gas storage facility to obtain a damage heat map of the gas storage facility.

[0016] The technical means adopted by this invention to solve its technical problem is: a gas storage tank damage measurement system, the system comprising: The data acquisition module is used to acquire the triaxial acceleration time history signals of each measuring point on the surface of the steel lining of the gas storage facility during several blasting excavations of the new gas storage facility, and to preprocess the signals to obtain the vibration velocity time history signals of each measuring point on the surface of the steel lining of the gas storage facility. The first correction module is used to introduce the influence coefficient of explosive type and the decoupling coefficient of charge structure to perform the first stage correction of the classical Sadovsky formula, and obtain the first stage correction formula. The second correction module is used to introduce the wave impedance ratio factor to perform a second-stage correction on the first-stage correction formula, thus obtaining the second-stage correction formula. The third correction module is used to introduce an additional amplitude attenuation factor caused by cumulative damage to perform a third-stage correction on the second-stage correction formula, so as to obtain the theoretical peak vibration velocity prediction model of the i-th steel lining measuring point under the nth blast. The damage calculation module is used to derive the damage inversion formula based on the theoretical peak vibration velocity prediction model, and to calculate the damage value of each measuring point corresponding to the vibration velocity time history signal using the damage inversion formula.

[0017] The technical means adopted by the present invention to solve its technical problem is: an electronic device, comprising: a memory, a processor and a computer program, wherein the computer program is stored in the memory and configured to be executed by the processor to implement the above-mentioned gas storage tank damage measurement method.

[0018] The technical means adopted by the present invention to solve its technical problem is: a computer-readable storage medium, wherein a computer program is stored in the computer-readable storage medium, and the computer program is executed by a processor to implement the above-mentioned method for measuring damage in a gas storage facility.

[0019] The advantages of this invention include at least the following: 1. By utilizing the structural characteristics of the gas storage facility’s “surrounding rock-concrete-steel lining”, the undamaged high-strength steel lining is used as a “stethoscope” to capture vibration signals on its surface, non-destructively “see through” and reflect the damage state of the internal surrounding rock and concrete, greatly reducing monitoring costs and implementation difficulties. 2. Based on the traditional Sadovsky formula, the formula incorporates the type of explosive, charge structure, impedance matching of the composite medium (surrounding rock grade and concrete grade and thickness), and dynamic cumulative damage attenuation factor. This multi-parameter deeply coupled modified formula truly reflects the physical process of energy dissipation of explosive stress waves in complex media, greatly improving the reliability of damage inversion results. Attached Figure Description

[0020] Figure 1 This is a flowchart illustrating a method for measuring damage in a gas storage facility, as shown in an embodiment of the present invention. Figure 2 This is a schematic diagram of the layout of a vibration acceleration monitoring network on the surface of a steel lining in an existing gas storage facility, as shown in an embodiment of the present invention. Figure 3 This is a flowchart illustrating the acquisition and feature extraction of blasting vibration signals according to an embodiment of the present invention; Figure 4 This is a flowchart illustrating the derivation and construction of the multi-parameter modified Sadovsky forward prediction model in an embodiment of the present invention. Figure 5 This is a flowchart illustrating the cumulative damage inversion process of a load-bearing structure based on measured vibration signals, as shown in an embodiment of the present invention. Figure 6 This is a schematic diagram illustrating three-dimensional damage field reconstruction and hierarchical early warning in an embodiment of the present invention; Figure 7 This is a structural block diagram of a gas storage tank damage measurement system according to an embodiment of the present invention; Figure 8 This is a schematic diagram illustrating the workflow of a gas storage damage measurement system according to an embodiment of the present invention. Detailed Implementation

[0021] The present invention will be further described below with reference to the accompanying drawings and embodiments.

[0022] The following will clearly and completely describe the concept, specific structure, and technical effects of the present invention in conjunction with embodiments and accompanying drawings, so as to fully understand the purpose, features, and effects of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, not all of them. Other embodiments obtained by those skilled in the art based on the embodiments of the present invention without creative effort are all within the scope of protection of the present invention. Furthermore, all connections / linkages involved in the patent do not simply refer to direct contact between components, but rather to the ability to form a better connection structure by adding or reducing connecting accessories according to specific implementation conditions. The various technical features in this invention can be combined interactively without contradicting each other.

[0023] As mentioned earlier, in existing monitoring and assessment of blasting vibrations in underground engineering, the engineering community generally uses the traditional Sadovsky formula to predict peak particle velocity and assess safety. This not only fails to consider the wave impedance differences of composite structures, but also ignores the phenomenon of wave velocity reduction and amplitude drastic decay caused by the increase in microcracks inside the load-bearing structure as the number of blasts increases. At the same time, the types of explosives, charge structures, and initial explosion energy release characteristics are all different. All of these factors result in low accuracy of existing assessments.

[0024] Given that steel linings are generally made of high-strength, high-toughness steel (such as Q345R or higher grade), the blasting vibrations near the cavern are usually far below their yield strength and will generally not cause damage to the material itself. However, after the blast stress wave penetrates the damaged load-bearing structure, it will eventually induce a vibration response on the surface of the steel lining. Therefore, the vibration signal on the surface of the steel lining actually "carries" information about the damage evolution along its propagation path (surrounding rock-concrete lining).

[0025] Based on this, this application provides a method for measuring damage in gas storage facilities. It utilizes the inherent characteristic of high-strength steel linings in existing gas storage facilities being undamaged under micro-vibrations, deploying a network of high-frequency acceleration sensors on their inner surface to capture real macroscopic vibration signals. Simultaneously, it overcomes the empirical limitations of the classic Sadovsky formula by sequentially introducing the equivalent energy of explosives, impedance matching of composite media waves, and a viscoelastic continuous damage attenuation mechanism, deriving a multi-parameter modified theoretical model that includes cumulative damage variables. Finally, the measured vibration velocity is substituted into this modified model to construct an inversion formula, inversely analyzing the current cumulative damage degree of the surrounding rock and concrete hidden behind the steel lining, thereby achieving precise mapping and early warning from "macroscopic surface vibration monitoring" to "microscopic internal damage evolution."

[0026] Based on the above theories, such as Figure 1 As shown, this application provides a method for measuring damage in a gas storage facility, the method comprising: S1. During several blasting excavations of the newly built gas storage facility, the three-dimensional acceleration time history signals of each measuring point on the surface of the gas storage facility's steel lining are obtained using a vibration acceleration monitoring network and preprocessed to obtain the vibration velocity time history signals of each measuring point on the surface of the gas storage facility's steel lining.

[0027] The vibration acceleration monitoring network for the steel lining surface of the gas storage facility was obtained based on existing vibration acceleration data of the steel lining surface of the gas storage facility.

[0028] Specifically, in one possible implementation, such as Figure 2 As shown, triaxial high-frequency accelerometers are arranged in a grid pattern along the axial and circumferential directions at a set interval on the inner surface of the steel lining of an existing gas storage tank. A multi-channel high-speed data acquisition instrument was used to sample data from several triaxial high-frequency accelerometers to obtain a vibration acceleration monitoring network for the steel lining surface of the gas storage tank.

[0029] In one specific embodiment, the spacing between the three-dimensional high-frequency accelerometers is 5m. For all N sensors, the spatial three-dimensional coordinates of the i-th sensor are denoted as (x... i ,y i ,z i A multi-channel high-speed data acquisition instrument is set up to sample N sensors in real time at a sampling frequency of not less than 10kHz, so as to fully capture the high-frequency transient characteristics of the explosion stress wave and obtain the vibration acceleration monitoring network of the steel lining surface of the gas storage tank.

[0030] In one possible implementation, such as Figure 3 As shown, step S1 includes: Wavelet denoising and baseline drift correction were performed on the triaxial acceleration time history signals of each measuring point on the steel lining surface of the gas storage tank, and then integrated once in the time domain to obtain the vibration velocity time history signals of each measuring point.

[0031] Specifically, a three-dimensional spatial coordinate system is established for the newly built gas storage facility, and the coordinates (x, y, y) of the explosion source center for each blasting cycle of the new gas storage facility are accurately measured and recorded. s ,y s ,z s During the nth cycle of blasting excavation of the newly built gas storage facility, the aforementioned vibration acceleration monitoring network on the steel lining surface of the gas storage facility is simultaneously triggered to acquire the triaxial acceleration time history signal a of the steel lining surface at each measuring point. i (t)=[a ix (t),a iy (t),a iz (t)]. The acquired signal is subjected to wavelet denoising and baseline drift correction, followed by integration in the time domain to obtain the vibration velocity time history signal v at each measuring point. i(t). Extract the peak particle velocity (PPV) of the composite particle at the i-th measuring point under the n-th blast, and denot it as the measured velocity. =max(||vi(t)||).

[0032] S2. By introducing the influence coefficient of explosive type and the decoupling coefficient of charge structure, the classical Sadovsky formula is modified in the first stage, resulting in the first-stage modified formula.

[0033] The classic Sadovsky formula is as follows: ; Where V is the peak vibration velocity at the measuring point; Q is the maximum amount of explosive charge in a single segment; R is the straight-line distance from the blast source to the measuring point; K and α are the coefficients and attenuation index related to the site geological conditions, respectively.

[0034] This formula is a highly simplified empirical formula. It assumes that the explosive energy is completely converted into a stress wave, and that the propagation medium is a lossless, single, isotropic elastic body, which is clearly untenable in complex gas storage engineering. Based on this, as... Figure 4 As shown, this application starts from classical empirical formulas, gradually introduces physical mechanisms, and derives modified formulas applicable to composite media containing damage.

[0035] In one possible implementation, step S2 includes: Based on the influence coefficient η of explosive type e Decoupling coefficient η of the charge structure c The actual amount of explosive Q in the nth blast. n Revised to equivalent standard dosage Q eq : (1); The equivalent standard drug dose Q eq Substituting into the classical Sadovsky formula, we obtain the first-stage correction formula: (2).

[0036] Where V is the peak vibration velocity at the measuring point; R is the straight-line distance from the blast source to the measuring point; K and α are the coefficients and attenuation exponents related to the site geological conditions, respectively.

[0037] In actual engineering operations, due to the different detonation energies of different explosives (such as emulsion explosives and expanded ammonium nitrate explosives), and the fact that the degree of charge coupling significantly reduces the initial impact force on the borehole wall, this application defines the ratio of the actual explosive heat of detonation to the standard TNT heat of detonation as the explosive type influence coefficient η. e And combined with the decoupling coefficient η of the charge structure c The actual charge Q for the nth blast in the classic Sadovsky formula. n Preliminary revisions have been made.

[0038] Through the above embodiments, this application transforms the non-negligible differences in explosive energy and the influence of charge structure in engineering operations into a simple product correction of "equivalent charge" in the classic empirical formula, which significantly improves the engineering practicality and accuracy of blasting vibration prediction.

[0039] S3. Introduce the wave impedance ratio factor to perform a second-stage correction on the first-stage correction formula, resulting in the second-stage correction formula.

[0040] It is obvious that the explosive stress wave must pass through both the surrounding rock and the concrete lining before reaching the steel lining, making it impossible to achieve a damage-free process. Therefore, based on the total straight-line distance R... i =R ri +h c , where R ri h is the propagation distance in the surrounding rock. c The thickness of the concrete lining is given. According to the theory of stress wave propagation in layered media, the energy attenuation rate is closely related to the wave impedance of the medium (density ρ × longitudinal wave velocity c).

[0041] To unify the dimensions of distance in the formula, the concrete layer thickness in this application is converted into an "equivalent surrounding rock thickness" with the same energy attenuation effect. In one possible implementation, this is based on the surrounding rock parameter ρ. r ,c r and concrete parameters ρ c ,c c Define the wave impedance ratio factor: (3); Among them, the surrounding rock parameter ρ r ,c r The concrete parameter ρ is determined by the surrounding rock grade. c ,c c It is determined by the label.

[0042] Construct the equivalent propagation distance of the explosion stress wave based on the wave impedance ratio factor: (4); Among them, R ri h represents the propagation distance of the explosion stress wave in the surrounding rock. c For the thickness of the concrete lining, The equivalent propagation distance of the explosion stress wave from the explosion source to the i-th measuring point is denoted as .

[0043] Substituting the equivalent propagation distance into formula (2), we obtain the second-stage correction formula: (5).

[0044] Where V is the peak velocity at the measuring point, and Q eqThis is the equivalent standard dosage. The equivalent propagation distance of the explosion stress wave from the explosion source to the i-th measuring point is given by K, which is a coefficient related to the site's geological conditions.

[0045] Through the above embodiments, this application, based on the differences in explosive energy and the modification of the charge structure, further introduces composite medium wave impedance matching and equivalent propagation distance as correction factors, fully considering the impact of energy attenuation, and further improving the accuracy of blasting vibration prediction.

[0046] S4. Introduce the additional amplitude attenuation factor caused by cumulative damage to perform a third-stage correction on the second-stage correction formula, and obtain the theoretical peak vibration velocity prediction model for the i-th steel lining measuring point under the n-th blast.

[0047] Traditional methods often only assess the transient safety of a single blast, failing to accurately depict the trajectory of the gradual degradation of the mechanical properties of the load-bearing structure over time. As the number of blasts (n) increases, microcracks continuously initiate and expand within the surrounding rock and concrete. According to viscoelastic continuous damage mechanics, when a stress wave propagates in a damaged medium containing microcracks, its amplitude A decays with propagation distance x according to the following equation: ; The attenuation coefficient β is a function of the dielectric damage degree D.

[0048] This application assumes that the additional attenuation of the medium is linearly positively correlated with the cumulative damage, i.e., Δβ∝D. Since K and α in the classical formula already include the background attenuation under the initial undamaged state (D=0), the additional amplitude attenuation factor caused by cumulative damage can be expressed as: (6); Where D is the cumulative damage degree (0≤D≤1); ξ is the damage sensitivity coefficient of the material (which can be calibrated by rock acoustic wave testing).

[0049] When the stress wave from the nth blast passes through the medium, the medium has already suffered damage from the previous n-1 blasts, or in other words, the damage state of the medium after this blast has reached Dn(i). To invert the current damage after the nth blast, this application multiplies the attenuation factor into the second-stage correction formula to obtain the theoretical peak velocity prediction model for the i-th steel lining measuring point: After simplification, it is denoted as: (7).

[0050] in, Let be the theoretical peak vibration velocity at the i-th steel lining measuring point under the n-th blast. The cumulative damage degree at the i-th steel lining measuring point under the nth blast, ξ is the material's damage sensitivity coefficient, Q eq This is the equivalent standard dosage. The equivalent propagation distance of the explosion stress wave from the explosion source to the i-th measuring point is given by K, which is a coefficient related to the site's geological conditions.

[0051] Through the above embodiments, this application introduces the cumulative damage in multiple blasting processes, which overcomes the phenomenon of reduced wave velocity and sharp attenuation of amplitude caused by the increase of microcracks inside the bearing structure as the number of blasts increases. It solves the key problems of inaccurate prediction and overly aggressive safety control in multiple blasting scenarios due to neglecting the deterioration of rock mass properties in traditional methods.

[0052] S5. Based on the theoretical peak velocity prediction model, derive the damage inversion formula, and use the damage inversion formula to calculate the damage value of each measuring point corresponding to the vibration velocity time history signal.

[0053] In one possible implementation, such as Figure 5 As shown, step S5 includes: Let the theoretical peak vibration velocity of the measuring point be after n explosions. Equal to the measured value of the vibration velocity time history signal obtained by the vibration acceleration monitoring network on the steel lining surface ,Right now: (8); Taking the natural logarithm of both sides of equation (8), and performing algebraic rearrangement, we can directly solve for the current cumulative damage Dn(i) of the bearing structure behind the i-th steel lining measuring point after the nth blast: (9); (10); After combining the logarithmic terms, the damage inversion equation is obtained. The damage value at each measuring point corresponding to the vibration velocity time history signal is calculated using the damage inversion formula. (11).

[0054] in, The current cumulative damage of the supporting structure behind the i-th steel lining measuring point after the nth blast.

[0055] It is worth mentioning that, in order to avoid random noise that may exist during the monitoring of a single blasting, this application uses Kalman filtering to process the inversion sequence D. n (i) The sequence is smoothed in the time domain, while introducing a thermodynamically irreversible physical constraint: the damage can only increase or remain unchanged, i.e., D is required to be... n (i)≥D n-1 (i).

[0056] In one specific embodiment, a 300MW hard rock compressed air energy storage power station expansion project is taken as an example. The existing gas storage tank has a design pressure of 10MPa and adopts a structure of "Class III surrounding rock - C40 concrete (0.6m thick) - Q345R steel lining". The minimum clearance between the newly built cavern and the existing one is 35 meters. Fifty high-frequency acceleration sensors are installed on the inner wall of the steel lining.

[0057] Obtain medium parameters: Density ρ of Class III surrounding rock r =2600kg / m3, wave velocity c r =4500m / s; C40 concrete ρ c =2400kg / m3, c c =3600m / s. The calculated wave impedance ratio factor γ≈1.35. Through non-destructive testing, the site coefficient K=150, attenuation index α=1.6, and damage sensitivity coefficient ξ=2.5 were determined. Emulsion explosives (η) were used in the newly constructed cavern. e =0.95), uncoupled charge (η) c =0.85). Actual explosive charge Q in the 45th cycle of blasting. 45 =80kg, calculate the equivalent drug dose Q eq =0.95×0.85×80=64.6kg.

[0058] Propagation distance R of surrounding rock at a certain measuring point ri =34.4m, calculate the equivalent distance R eq =34.4 + 1.35 × 0.6 = 35.21 m. After the blast, the measured peak vibration velocity V at this measuring point was... obs =8.5cm / s. The system background automatically calls the inversion formula of this invention to calculate the cumulative damage at this measuring point: In one possible implementation, the method further includes: S6. Implement graded early warnings based on the preset early warning scheme corresponding to the damage values ​​of each measuring point. Specifically, step S6 includes: Since the damage value is within the first damage threshold range, no special warning will be issued, and routine monitoring will continue. Based on the damage value being within the second damage threshold range, an alarm is issued and optimization of the blasting parameters is recommended. Based on the damage value falling within the third damage threshold range, blasting operations for the new cavern were halted.

[0059] The first damage threshold range is the safe operating zone, where the load-bearing structure is in the micro-damage elastic stage and its mechanical properties have not deteriorated significantly. Routine monitoring should continue. The second damage threshold range is the yellow warning zone, where micro-cracks begin to penetrate and the structure enters the plastic damage stage. An alarm is issued and it is recommended that the blasting parameters for the new cavern be optimized (such as reducing the amount of explosive per stage and increasing the number of micro-delay stages) to reduce blasting vibration input. The third damage threshold range is the red danger zone, where the load-bearing structure has deteriorated severely, deformation has increased sharply, and there is an extremely high risk of instability and tearing of the steel lining. Blasting construction for the new cavern should be stopped immediately.

[0060] According to the "Technical Specification for Construction of Rock Foundation Excavation Engineering of Hydraulic Structures", when the rock mass damage value D is between 0 and 0.19, the rock mass is slightly damaged or undamaged; when the rock mass damage value D is between 0.19 and 0.28, the rock mass is slightly damaged; when the rock mass damage value D is between 0.28 and 1, the rock mass is severely damaged and has very poor stability.

[0061] Due to the differences in materials between the soil and the gas storage tank, in one specific embodiment of this application, the first damage threshold range is set to 0-0.15, the second damage threshold range is set to 0.15-0.35, and the third damage threshold range is set to 0.35-1. This is not intended to constitute a specific limitation.

[0062] Based on the above D 45 Taking ≈0.18 as an example, if the current damage value is determined to be in the yellow warning zone, the amount of medicine per section can be reduced to 50kg during subsequent construction to control the significant increase in damage, avoid structural instability, and ensure the absolute sealing safety of the gas storage facility.

[0063] For red danger zones or areas with high damage gradients, engineers can develop precise targeted grouting reinforcement plans based on the corresponding coordinate points (injecting high-strength epoxy resin or ultrafine cement into the damaged concrete and surrounding rock through pre-reserved holes in the steel lining) or add prestressed anchor cables to restore the overall rigidity of the load-bearing structure and ensure the absolute sealing and safety of the gas storage facility.

[0064] In one possible implementation, such as Figure 6 As shown, the method also includes: Based on the set of damage values ​​corresponding to all discrete measurement points, a three-dimensional continuous damage field of the entire existing gas storage structure is reconstructed using a three-dimensional kriging space interpolation algorithm. By mapping the three-dimensional continuous damage field onto the three-dimensional BIM model of the gas storage facility, a damage heat map of the gas storage facility is obtained.

[0065] Through the above embodiments, this application transforms sparse and abstract discrete measurement point damage data into dense, intuitive, and one-to-one corresponding three-dimensional color damage maps. This enables precise location of weak points in the load-bearing structure, supporting accurate positioning, visual communication, and differentiated maintenance. It also provides a more intuitive and clear understanding of severely damaged areas. The tiered early warning system not only allows for the timely halting of dangerous construction but also provides precise spatial coordinates and damage severity data for subsequent targeted grouting reinforcement, anchoring, and other emergency repair plans, avoiding blind repairs and possessing extremely high engineering practicality and economic value. It restores the overall stiffness of the load-bearing structure, ensuring absolute sealing and safety.

[0066] The following are system embodiments of this application, which can be used to execute the gas storage tank damage measurement method involved in this application. For details not disclosed in the system embodiments of this application, please refer to the method embodiments of the gas storage tank damage measurement method involved in this application.

[0067] Please see Figure 7 This application provides a gas storage damage measurement system 700, including but not limited to: a data acquisition module 710, a first correction module 720, a second correction module 730, a third correction module 740, and a damage calculation module 750.

[0068] Among them, the data acquisition module 710 is used to acquire the triaxial acceleration time history signals of each measuring point on the surface of the steel lining of the gas storage facility during several blasting excavations of the newly built gas storage facility, and preprocess the signals to obtain the vibration velocity time history signals of each measuring point on the surface of the steel lining of the gas storage facility. The first correction module 720 is used to introduce the explosive type influence coefficient and the charge structure decoupling coefficient to perform the first stage correction of the classical Sadovsky formula, and obtain the first stage correction formula. The second correction module 730 is used to introduce the wave impedance ratio factor to perform a second-stage correction on the first-stage correction formula, thus obtaining the second-stage correction formula. The third correction module 740 is used to introduce an additional amplitude attenuation factor caused by cumulative damage to perform a third-stage correction on the second-stage correction formula, so as to obtain the theoretical peak vibration velocity prediction model for the i-th steel lining measuring point under the nth blast. The damage calculation module 750 is used to derive the damage inversion formula based on the theoretical peak vibration velocity prediction model, and to calculate the damage value of each measuring point corresponding to the vibration velocity time history signal using the damage inversion formula.

[0069] like Figure 8As shown, this application also provides a schematic diagram of the working process of a gas storage damage measurement system based on the Sadovsky multi-parameter correction formula. It should be noted that the gas storage damage measurement system provided in the above embodiments is only described in terms of the division of the above functional modules when performing gas storage damage early warning. In actual applications, the above functions can be assigned to different functional modules as needed. That is, the internal structure of the gas storage damage measurement system will be divided into different functional modules to complete all or part of the functions described above.

[0070] Furthermore, the embodiments of the gas storage damage measurement system and the gas storage damage measurement method provided in the above embodiments belong to the same concept, and the specific way in which each module performs its operation has been described in detail in the method embodiments, and will not be repeated here.

[0071] This invention also provides an electronic device, including: a memory, a processor, and a computer program, wherein the computer program is stored in the memory and configured to be executed by the processor to implement the above-described gas storage tank damage measurement method.

[0072] This invention also provides a computer-readable storage medium storing a computer program, which is executed by a processor to implement the above-described method for measuring damage in a gas storage facility.

[0073] The above is a detailed description of the preferred embodiments of the present invention. However, the present invention is not limited to the embodiments described. Those skilled in the art can make various equivalent modifications or substitutions without departing from the spirit of the present invention. All such equivalent modifications or substitutions are included within the scope defined by the claims of this application.

Claims

1. A method for measuring damage in a gas storage facility, characterized in that, The method includes: S1. When the new gas storage tank is blasted and excavated several times, a vibration acceleration monitoring network for the steel lining surface of the gas storage tank is constructed based on the existing vibration acceleration data of the steel lining surface of the gas storage tank. The three-dimensional acceleration time history signals of each measuring point on the steel lining surface of the gas storage tank are obtained by the acceleration monitoring network and preprocessed to obtain the vibration velocity time history signals of each measuring point on the steel lining surface of the gas storage tank. S2. Introduce the influence coefficient of explosive type and the decoupling coefficient of charge structure to make the first-stage correction to the classical Sadovsky formula, and obtain the first-stage correction formula. S3. Introduce the wave impedance ratio factor to perform a second-stage correction on the first-stage correction formula to obtain the second-stage correction formula. S4. Introduce the additional amplitude attenuation factor caused by cumulative damage to perform a third-stage correction on the second-stage correction formula to obtain the theoretical peak vibration velocity prediction model of the i-th steel lining measuring point under the nth blast. S5. Based on the theoretical peak velocity prediction model, derive the damage inversion formula, and use the damage inversion formula to calculate the damage value of each measuring point corresponding to the vibration velocity time history signal.

2. The method for measuring damage to a gas storage facility according to claim 1, characterized in that, The construction of a vibration acceleration monitoring network for the steel lining surface of gas storage facilities based on existing vibration acceleration data includes: Three-dimensional high-frequency accelerometers are arranged in a grid pattern along the axial and circumferential directions at a set interval on the inner surface of the steel lining of the existing gas storage tank. A multi-channel high-speed data acquisition instrument was used to sample data from several of the three-dimensional high-frequency acceleration sensors to obtain the vibration acceleration monitoring network of the steel lining surface of the gas storage tank.

3. The method for measuring damage to a gas storage facility according to claim 1, characterized in that, Step S1 includes: Wavelet denoising and baseline drift correction were performed on the triaxial acceleration time history signals of each measuring point on the steel lining surface of the gas storage tank, and then integrated once in the time domain to obtain the vibration velocity time history signals of each measuring point.

4. The method for measuring damage to a gas storage facility according to claim 1, characterized in that, Step S2 includes: Based on the influence coefficient η of explosive type e Decoupling coefficient η of the charge structure c The actual amount of explosive Q in the nth blast. n Revised to equivalent standard dosage Q eq : （1）； The equivalent standard drug dose Q eq Substituting into the classical Sadovsky formula, we obtain the first-stage correction formula: （2）； Where V is the peak vibration velocity at the measuring point; R is the straight-line distance from the blast source to the measuring point; K and α are the coefficients and attenuation exponents related to the site geological conditions, respectively.

5. The method for measuring damage to a gas storage facility according to claim 4, characterized in that, Step S3 includes: Based on the surrounding rock parameter ρ r ,c r and concrete parameters ρ c ,c c Define the wave impedance ratio factor: （3）； According to the wave impedance ratio factor Constructing the equivalent propagation distance of the explosion stress wave: （4）； Among them, R ri h represents the propagation distance of the explosion stress wave in the surrounding rock. c For the thickness of the concrete lining, The equivalent propagation distance of the explosion stress wave from the explosion source to the i-th measuring point; Substituting the equivalent propagation distance into formula (2), we obtain the second-stage correction formula: （5）； Where V is the peak velocity at the measuring point, and Q eq This is the equivalent standard dosage. The equivalent propagation distance of the explosion stress wave from the explosion source to the i-th measuring point is given by K, which is a coefficient related to the site's geological conditions.

6. The method for measuring damage to a gas storage facility according to claim 5, characterized in that, Step S4 includes: Based on the additional amplitude attenuation factor caused by cumulative damage Represented as: （6）； Where D is the cumulative damage degree (0≤D≤1); ξ is the damage sensitivity coefficient of the material; Multiplying the additional amplitude attenuation factor by the second-stage correction formula yields the theoretical peak velocity prediction model for the i-th steel lining measuring point under the nth blast: （7）； in, Let be the theoretical peak vibration velocity at the i-th steel lining measuring point under the n-th blast. The cumulative damage degree at the i-th steel lining measuring point under the nth blast, ξ is the material's damage sensitivity coefficient, Q eq This is the equivalent standard dosage. The equivalent propagation distance of the explosion stress wave from the explosion source to the i-th measuring point is given by K, which is a coefficient related to the site's geological conditions.

7. The method for measuring damage to a gas storage facility according to claim 6, characterized in that, Step S5 includes: After n blasts, what is the theoretical peak vibration velocity at the i-th steel lining measuring point? Equal to the measured value of the vibration velocity time history signal obtained by the vibration acceleration monitoring network on the steel lining surface ,Right now: （8）； Taking the natural logarithm of both sides of equation (8), and performing algebraic rearrangement, we can directly solve for the current cumulative damage degree of the bearing structure behind the i-th steel lining measuring point after the nth blast. : （9）； （10）； After combining the logarithmic terms, the damage inversion equation is obtained. The damage values ​​at each measuring point corresponding to the vibration velocity time history signal are calculated using the damage inversion formula. （11）， in, The current cumulative damage of the supporting structure behind the i-th steel lining measuring point after the nth blast.

8. The method for measuring damage to a gas storage facility according to claim 1, characterized in that, The method further includes: S6, performing graded early warning according to the preset early warning scheme corresponding to the damage value of each measuring point, including: Since the damage value is within the first damage threshold range, no special warning will be issued, and routine monitoring will continue. Based on the damage value being within the second damage threshold range, an alarm is issued and optimization of the blasting parameters is recommended. Based on the damage value falling within the third damage threshold range, the blasting construction of the new cavern is halted.

9. The method for measuring damage to a gas storage facility according to claim 1, characterized in that, The method further includes: Based on the set of damage values ​​corresponding to all discrete measurement points, a three-dimensional continuous damage field of the entire existing gas storage structure is reconstructed using a three-dimensional kriging space interpolation algorithm. The three-dimensional continuous damage field is mapped onto the three-dimensional BIM model of the gas storage facility to obtain a damage heat map of the gas storage facility.

10. A damage measurement system for a gas storage facility, characterized in that, The system includes: The data acquisition module is used to acquire the triaxial acceleration time history signals of each measuring point on the surface of the steel lining of the gas storage facility during several blasting excavations of the new gas storage facility, and to preprocess the signals to obtain the vibration velocity time history signals of each measuring point on the surface of the steel lining of the gas storage facility. The first correction module is used to introduce the influence coefficient of explosive type and the decoupling coefficient of charge structure to perform the first stage correction of the classical Sadovsky formula, and obtain the first stage correction formula. The second correction module is used to introduce the wave impedance ratio factor to perform a second-stage correction on the first-stage correction formula, thus obtaining the second-stage correction formula. The third correction module is used to introduce an additional amplitude attenuation factor caused by cumulative damage to perform a third-stage correction on the second-stage correction formula, so as to obtain the theoretical peak vibration velocity prediction model of the i-th steel lining measuring point under the nth blast. The damage calculation module is used to derive the damage inversion formula based on the theoretical peak vibration velocity prediction model, and to calculate the damage value of each measuring point corresponding to the vibration velocity time history signal using the damage inversion formula.

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