Building blasting method and system based on stress wave regulation and control

Abstract

The invention relates to the technical field of blasting engineering, and discloses a building blasting method and system based on stress wave regulation, and the system comprises a data collection module, a stress field modeling module, a waveform regulation module, a safety evaluation module and an execution feedback module. By constructing a three-dimensional dynamic stress field model and designing a multi-source waveform interference strategy, the propagation path and energy distribution of blasting stress waves in a building structure are regulated and controlled in real time, it is guaranteed that the stress waves form effective focusing at preset weak points, and when the stress waves encounter geological anomalies and structural interface scattering, the stress waves are effectively focused. The system automatically triggers the phase modulation device to correct wavefront distortion, collapse trajectory offset caused by wave field energy imbalance is avoided, and the accuracy and controllability of directional collapse of the building are improved; by comparing the deviation between the actual fracture path and the simulated track, the system calculates the center-of-gravity offset of the structure in real time and generates a feedback control instruction, and it is guaranteed that the building components are disintegrated step by step according to the preset sequence.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of blasting engineering, in particular to a building blasting method and system based on stress wave regulation. BACKGROUND

[0002] Building blasting is a scientific technology that uses explosives to destroy the structure of an object. Its core principle is to destroy the load-bearing structure of a building by controlling the energy of explosives to achieve directional collapse. In large-scale projects such as railways, mines, and reservoirs, blasting technology plays a crucial role. Blasting technology is used in mountain excavation and tunneling for mining and road construction, as well as in the demolition of old buildings in cities.

[0003] In the existing field of building blasting technology, the propagation of blasting stress waves in complex building structures is disturbed by multiple factors such as the heterogeneous nature of concrete, the scattering effect of steel mesh frames, and the reflection of underground geological interfaces. The existing methods cannot real-time perceive the energy distortion on the propagation path of stress waves. When stress waves encounter a sudden change in wave impedance at the structure transition layer or produce abnormal diffraction in underground cavities, the wave front shape will undergo uncontrollable phase shifts, causing the focus position of stress waves to deviate from the pre-set weak points in the structure. This uncontrolled wave field state leads to the premature release of blasting energy in non-critical components, while the core load-bearing nodes are not fully broken, resulting in a significant deviation of the building collapse trajectory from the simulated path.

[0004] Therefore, the present application provides a building blasting method and system based on stress wave regulation to solve the above problems. SUMMARY

[0005] To address the deficiencies of the prior art, the present application provides a building blasting method and system based on stress wave regulation, which solves the problems of premature release of blasting energy in non-critical components, insufficient breaking of core load-bearing nodes, and significant deviation of the building collapse trajectory from the simulated path as described in the background.

[0006] To achieve the above purpose, the present application provides the following technical solutions: A building blasting method and system based on stress wave regulation, the method comprising the following steps: S1, collect building structure parameters, geological environment data, and blasting equipment characteristic data, generate an initial parameter set through explosive performance testing, the building structure parameters include concrete strength distribution and steel frame topology, the geological environment data include rock-soil layer shear wave velocity, and the blasting equipment characteristic data include explosive detonation velocity parameters; S2, according to the building structure parameters, geological environment data, and blasting equipment characteristic data, construct a three-dimensional dynamic stress field model, generate an initial blasting scheme, and determine the drilling positioning matrix and charge distribution gradient; S3, according to the initial blasting scheme, the drilling positioning matrix and the charge distribution gradient, a multi-source waveform interference algorithm is used to design a stress wave regulation strategy, and the initiation time sequence difference of the main blast hole and the auxiliary hole is calculated; S4, according to the stress wave regulation strategy, a blasting network topology structure is deployed, a regulation instruction set is generated, a phase modulation device is installed to control the stress wave propagation direction, and a stress wave reflection barrier is set at the key load-bearing node; S5, according to the three-dimensional dynamic stress field model, a collapse motion trajectory prediction model and a safety risk assessment model are established, a protection strategy is generated, and the fracture propagation path of the building component under different initiation sequences is simulated; S6, combined with the prediction result of S5, the safety risk assessment model is used to calculate the splash distribution radius and the shock wave overpressure threshold, and the charge density is dynamically adjusted; S7, based on the data in the foregoing, the blasting sequence designed in S3 is executed through a distributed initiation control system, and the phase modulation device installed in S4 is activated to realize directional superposition of stress waves; S8, real-time monitoring of blasting vibration spectrum is performed, and the unexploded node strategy is optimized, and an adaptive feedback algorithm is used to correct the delay parameters of the unexploded unit; S9, collecting blasting effect data, comparing the matching degree of the collapse trajectory with the prediction model of S5; S10, when the matching degree deviation is greater than a preset threshold, it indicates that the blasting simulation result does not meet the safety requirement, at this time, the actual blasting operation is not performed, then the stress wave regulation parameters are optimized according to the deviation, and steps S1 to S9 are returned for iterative adjustment until the matching degree meets the safety threshold; otherwise, the actual blasting operation is performed and the blasting scheme database is updated.

[0007] Preferably, the collection of building structure parameters, geological environment data and blasting material characteristic data in S1 comprises: S11, a three-dimensional point cloud model of the building structure is obtained by laser scanning, and the stress concentration area of the beam-column joint is identified, and the internal defect distribution of the concrete is detected by combining infrared thermal imaging technology; S12, the longitudinal wave propagation attenuation coefficient of the geological layer is obtained by drilling core samples, and a three-dimensional distribution map of underground obstacles is constructed by using cross-hole seismic tomography technology; S13, the relationship curve between the critical diameter of the explosive and the detonation pressure is tested, and an explosion velocity attenuation compensation model under different water content conditions is established; S14, a structure-geology-explosive multi-dimensional coupling database is established, and the building BIM model and the geological GIS data are integrated to realize visual pre-rehearsal of blasting parameters.

[0008] Preferably, the determination of the drilling positioning matrix and the charge distribution gradient in S2 comprises: S21, calculate the structure instability critical load based on the finite element analysis method, and introduce a neural network algorithm to optimize the load distribution sensitivity coefficient; S22, mark the shear wall fracture priority order level, and automatically divide the blasting and crushing priority according to the steel reinforcement framework topology; S23, generate a borehole depth gradient distribution: the bottom layer has a higher charge density than the top layer, and a variable density charge transition zone is set at the structure transition layer; S24, set a pre-splitting hole array at the foundation pile cap position, and use a radial uncoupling charge structure to control the crack propagation direction.

[0009] Preferably, the stress wave regulation strategy in S3 is designed, the initiation time difference between the main blast hole and the auxiliary hole is calculated, and the millisecond interval is set, including: S31, establish the stress wave front peak propagation equation of the main blast hole, and combine the acoustic emission monitoring data to correct the wave velocity parameters in real time; S32, design a lag initiation strategy for auxiliary holes to prolong the stress field action time, and optimize the lag time window through a phase inversion algorithm, specifically including: Wave field monitoring deployment: acoustic emission sensor arrays are deployed at key nodes of the building structure to real-time collect the stress wave front peak arrival time and phase characteristics generated by the main blast hole; Theoretical wave field reconstruction: based on the stress wave propagation equation, an ideal wave field phase distribution model of the target focusing area is constructed: ; Wherein is the ideal wave field phase angle, is the stress wave amplitude, is the imaginary unit, is the wave number, is the spatial position coordinate, is the angular frequency, is the time variable, is the initial phase angle; Phase deviation calculation: compare the actual monitoring phase with the ideal phase , calculate the phase deviation of each monitoring point: ; Wherein is the sensor node position, is the subscript index; Time window optimization iteration: take the minimum square sum of the phase deviation as the objective function: ; Wherein is the lag time window, is the total number of sensor nodes, is the summation index; Focusing effect verification: based on the updated time window parameters, perform numerical simulation of wave equation to verify the interference enhancement effect of stress waves in the target area; S33, set up waveguide holes on the diagonal of the building to enhance the interference effect of stress waves, and fill the holes with impedance gradient matching materials; S34, calculate the optimal millisecond interval based on the initiation timing difference to make the stress waves form energy focusing on the target floor, and use time-frequency analysis technology to verify the focusing effect.

[0010] Preferably, the deployment of the blasting network topology in S4 includes: S41, embed shape memory alloy phase modulation sheets inside the columns to control the lattice structure change through current excitation; S42, lay carbon nanotube waveguide medium layer along the shear wall to realize electromagnetic field regulation of crack propagation direction; S43, install active shock wave attenuation device on the blasting boundary, including adaptive energy-absorbing material and Helmholtz resonator; S44, build a blasting network topology: the master node is connected to 64 initiation sub-stations with self-diagnosis function through a fiber ring network.

[0011] Preferably, the establishment of the collapse motion trajectory prediction model in S5 includes: S51, use the discrete element method to simulate the fracture timing of the beam-column hinge point, and use digital image correlation technology to verify the model accuracy; S52, predict the secondary debris distribution caused by the collapse of the floor, establish a Monte Carlo probability model of debris motion trajectory, and use it to evaluate the risk of splashing; S53, calculate the allowed error range of the center of gravity displacement trajectory of the structure, introduce Lyapunov index to evaluate the motion stability, which includes the following steps: Real-time motion data acquisition: install a three-axis acceleration sensor array at the key load-bearing nodes of the building to collect real-time three-dimensional motion trajectory data during the collapse process at a sampling frequency of ≥1000Hz, and obtain the displacement time series: ; Where are the displacement components of the center of gravity of the structure in three orthogonal directions, is the time variable, is the transpose operator; Phase space reconstruction: use Takens embedding theorem to reconstruct the phase space of the dynamic system: ; Where is the phase space trajectory point, is the nth sampling time, time delay parameter, embedding dimension, sampling point number; Lyapunov exponent stability criterion: wherein Lyapunov exponent, stability critical threshold, initial barycenter position disturbance vector, barycenter position disturbance vector at t, collapse process time; S54, generate a three-dimensional collapse motion situation map, superimpose a prestress release thermal map to display the energy dissipation path.

[0012] Preferably, the dynamic adjustment of the charge density in S6 comprises: S61, establish a kinetic energy-mass correlation model of the splash, and calibrate the initial velocity distribution of the fragments combined with high-speed photography data, and the kinetic energy calculation formula is: wherein kinetic energy of the splash, mass of the fragment, initial velocity of the fragment; S62, set the maximum shock wave overpressure threshold of the safety zone to 0.02MPa, and adopt a shock wave diffraction barrier optimization layout scheme; S63, correct the dust diffusion radius according to meteorological data, and establish an aerosol migration computational fluid dynamics model; S64, deploy an inflatable flexible protective barrier in the high-risk area, which contains a piezoelectric sensing self-triggering system.

[0013] Preferably, the system comprises: a data acquisition module: obtaining building structure parameters, geological environment data and blasting material characteristic data, and generating an initial parameter set through explosive performance testing; a stress field modeling module: constructing a three-dimensional dynamic stress field model based on the initial parameter set, and generating an initial blasting scheme based on the three-dimensional dynamic stress field model, determining a drilling positioning matrix and a charge distribution gradient, generating a blasting scheme through weak point analysis, and outputting the charge distribution gradient through drilling optimization; a waveform control module: designing a stress wave control strategy based on the charge distribution gradient, and generating a control instruction set, and calculating the initiation time difference between the main blast hole and the auxiliary hole based on the control instruction set: initiation time difference calculation: wherein initiation time difference,​​​ is the distance between the explosion source, is the stress wave propagation speed, is the medium heterogeneity correction coefficient; The safety evaluation module: based on the three-dimensional dynamic stress field model, the collapse trajectory prediction model and the safety risk assessment model are established, and the charge density is dynamically adjusted by the safety risk assessment model combined with the charge distribution gradient: The charge density calculation: ; wherein is the charge density, is the initial charge density, is the rock mass stress sensitivity coefficient, is the stress field fluctuation amplitude; The feedback module: real-time comparison of the matching degree of the collapse trajectory and the collapse trajectory prediction model, when the matching degree deviation is greater than the preset threshold, it means that the blasting simulation result does not meet the safety requirements, then the stress wave control parameters are optimized according to the deviation, and the data acquisition module is returned for iterative adjustment until the matching degree meets the safety threshold; otherwise, the actual blasting operation is performed and the blasting scheme database is updated.

[0014] (Three) beneficial effects Compared with the prior art, the building blasting method and system based on stress wave regulation provided by the present application have the following beneficial effects: 1. In the present application, by constructing a three-dimensional dynamic stress field model and designing a multi-source waveform interference strategy, the propagation path and energy distribution of the blasting stress wave in the building structure are real-time regulated, ensuring that the stress wave is effectively focused at the preset weak point. When the stress wave encounters geological anomalies and structure interface scattering, the system automatically triggers the phase modulation device to correct the wave front distortion, avoiding the collapse trajectory deviation caused by the imbalance of the wave field energy, and improving the accuracy and controllability of the directional collapse of the building.

[0015] 2. In the present application, based on the collapse trajectory prediction model and real-time vibration spectrum monitoring data, the initiation timing and charge density distribution are dynamically corrected, by comparing the deviation between the actual fracture path and the simulation trajectory, the system real-time calculates the structure gravity center offset and generates feedback control instructions, so that the uninitiated unit automatically adjusts the millisecond interval, corrects the fracture sequence disorder caused by uneven distribution of steel bars and concrete defects, and ensures that the building components are disintegrated in the preset order.

[0016] 3. In the present application, a hierarchical security control mechanism is adopted, combined with splash kinetic energy distribution prediction and shock wave overpressure threshold management, to quantitatively evaluate the blasting risk in multiple dimensions; by deploying active protective barriers and adaptive energy absorption devices, the system activates the protection strategy in real time according to the dust diffusion model and fragment motion trajectory, divides the high-risk area and safe operation area in the spatial dimension, and suppresses the secondary disaster chain reaction. BRIEF DESCRIPTION OF DRAWINGS

[0017] Figure 1 Flowchart of the building blasting method based on stress wave regulation of the present application; Figure 2 Architecture diagram of the building blasting system based on stress wave regulation of the present application. DETAILED DESCRIPTION

[0018] The technical solutions in the embodiments of the present application will be described clearly and completely below with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative labor fall within the scope of protection of the present application.

[0019] Specific embodiment: a building blasting method and system based on stress wave regulation, the method comprising the following steps: S1, collect building structure parameters, geological environment data and blasting material characteristic data, generate an initial parameter set through explosive performance test, the building structure parameters include concrete strength distribution and steel reinforcement framework topology, the geological environment data include rock-soil layer shear wave velocity, and the blasting material characteristic data include explosive detonation velocity parameters; S2, according to the building structure parameters, the geological environment data and the blasting material characteristic data, construct a three-dimensional dynamic stress field model, generate an initial blasting scheme, and determine a drilling positioning matrix and a charge distribution gradient; S3, according to the initial blasting scheme, the drilling positioning matrix and the charge distribution gradient, adopt a multi-source waveform interference algorithm to design a stress wave regulation strategy, and calculate the initiation time sequence difference of the main blast hole and the auxiliary hole; S4, according to the stress wave regulation strategy, deploy a blasting network topology structure, generate a regulation instruction set, install a phase modulation device to control the stress wave propagation direction, and set a stress wave reflection barrier at the key load-bearing node; S5, according to the three-dimensional dynamic stress field model, establish a collapse motion trajectory prediction model and a safety risk assessment model, generate a protection strategy, and simulate the fracture propagation path of the building components under different initiation sequences; S6, combined with the prediction results of S5, calculate the splash distribution radius and the shock wave overpressure threshold through the safety risk assessment model, and dynamically adjust the charge density; S7. Based on the data above, the blasting sequence designed in S3 is executed through the distributed detonation control system, and the phase modulation device installed in S4 is activated simultaneously to achieve directional superposition of stress waves. S8. Real-time monitoring of blasting vibration spectrum and optimization of unexploded node strategy, using an adaptive feedback algorithm to correct the delay parameters of unexploded units; S9. Collect blasting effect data and compare the degree of matching between the collapse trajectory and the S5 prediction model; S10. When the matching degree deviation is greater than the preset threshold, it means that the blasting simulation result has not met the safety requirements. At this time, the actual blasting operation is not performed. Instead, the stress wave control parameters are optimized according to the deviation, and the process returns to steps S1 to S9 for iterative adjustment until the matching degree meets the safety threshold. Otherwise, the actual blasting operation is performed and the blasting scheme database is updated.

[0020] S1 collects building structural parameters, geological environment data, and explosive material characteristic data, including: S11. Obtain a three-dimensional point cloud model of the building structure through laser scanning, identify stress concentration areas at beam-column joints, and simultaneously combine infrared thermal imaging technology to detect the distribution of internal defects in concrete. S12. Obtain the longitudinal wave propagation attenuation coefficient of the geological layer by drilling core samples, and construct a three-dimensional distribution map of underground obstacles using cross-hole seismic tomography technology; S13. Test the relationship curve between the critical diameter of the explosive and the detonation pressure, and establish a detonation velocity attenuation compensation model under different moisture contents: ; in For actual burst speed, For detonation speed under standard conditions, The humidity attenuation coefficient is... Moisture content; S14. Establish a multi-dimensional coupled database of structure, geology, and explosives, and integrate building BIM models and geological GIS data to realize the visualization and pre-simulation of blasting parameters.

[0021] Determining the borehole positioning matrix and charge distribution gradient in S2 includes: S21. Based on the finite element analysis method, the critical load for structural instability is calculated, and a neural network algorithm is introduced to optimize the load distribution sensitivity coefficient. ; in This is the critical instability load. For elastic modulus, Let the moment of inertia of the cross section be... For yield stress, The length of the failure characteristic; S22, mark the shear wall fracture priority level, automatically divide the blasting and breaking priority according to the reinforcement framework topology; S23, generate a drilling depth gradient distribution: the bottom layer has a higher charge density than the top layer, and a variable-density charge transition zone is set at the structure transition layer; S24, set a pre-splitting hole array at the foundation pile cap position, and use a radial uncoupling charge structure to control the crack propagation direction.

[0022] S3 design stress wave regulation strategy, calculate the initiation time difference of main blast hole and auxiliary hole, set the millisecond interval, including: S31, establish the stress wave front peak propagation equation of the main blast hole, and combine with the acoustic emission monitoring data to correct the wave velocity parameters in real time; S32, design the auxiliary hole lag initiation strategy to prolong the stress field action time, and optimize the lag time window through the phase inversion algorithm, specifically including: Wave field monitoring deployment: acoustic emission sensor arrays are deployed at key nodes of the building structure to real-time collect the stress wave front peak arrival time and phase characteristics generated by the main blast hole; Theoretical wave field reconstruction: based on the stress wave propagation equation, construct the ideal wave field phase distribution model of the target focusing area: ; Where is the ideal wave field phase angle, is the stress wave amplitude, is the imaginary unit, is the wave number, is the spatial position coordinate, is the angular frequency, is the time variable, is the initial phase angle; Phase deviation calculation: compare the actual monitoring phase with the ideal phase , calculate the phase deviation of each monitoring point: ; Where is the sensor node position, is the subscript index; Time window optimization iteration: take the minimum square sum of phase deviation as the objective function: ; Where is the lag time window, is the total number of sensor nodes, is the summation index; Focusing effect verification: based on the updated time window parameters, perform numerical simulation of wave equation to verify the interference enhancement effect of stress waves in the target area; S33, set up waveguide hole on the diagonal of the building to enhance the stress wave interference effect, fill the hole with impedance gradient matching material; S34, calculate the optimal millisecond interval based on the initiation timing difference, so that the stress wave forms energy focusing at the target floor, and verify the focusing effect using time-frequency analysis technology.

[0023] S4 deployment of blast network topology includes: S41, embed shape memory alloy phase modulation sheet inside the column, control lattice structure change through current excitation: ; Where is the phase modulation amount, is the material response constant, is the temperature change, is the Curie temperature, is the excitation current; S42, lay carbon nanotube waveguide medium layer along the shear wall to realize electromagnetic field regulation of crack propagation direction; S43, install active shock wave attenuation device at the blast boundary, including adaptive energy-absorbing material and Helmholtz resonator; S44, build blast network topology: the master node is connected to 64 explosion sub-stations with self-diagnosis function through fiber ring network.

[0024] S5 in the establishment of collapse trajectory prediction model includes: S51, use discrete element method to simulate beam-column hinge point fracture timing, and verify model accuracy combined with digital image correlation technology; S52, predict the secondary debris distribution generated by floor collapse collision, establish a Monte Carlo probability model of debris motion trajectory for evaluating the risk of splashing; S53, calculate the allowed error range of structure gravity center offset trajectory, introduce Lyapunov index to evaluate the motion stability, which includes the following steps: Real-time motion data acquisition: install a three-axis acceleration sensor array at the key load-bearing nodes of the building to collect real-time three-dimensional motion trajectory data during the collapse process at a sampling frequency of ≥1000Hz, and obtain displacement time series: ; Where are the displacement components of the structure gravity center in three orthogonal directions, is the time variable, is the transpose operator; Phase space reconstruction: use Takens embedding theorem to reconstruct the phase space of the dynamic system: ; wherein is a phase space orbit point, is the nth sampling time, is a time delay parameter, is an embedding dimension, is a sampling point serial number; Lyapunov exponent stability criterion: wherein is a Lyapunov exponent, is a stability critical threshold, is an initial barycenter position perturbation vector, is a barycenter position perturbation vector at time t, is a collapse process time; S54, generate a three-dimensional collapse motion situation map, superimpose a prestress release thermal map to display energy dissipation paths.

[0025] The dynamic adjustment of the charge density in S6 includes: S61, establish a kinetic energy-mass correlation model of the splash, and calibrate the initial velocity distribution of the fragments combined with high-speed photography data, and the kinetic energy calculation formula is: wherein is the kinetic energy of the splash, is the mass of the fragment, is the initial velocity of the fragment; S62, set the maximum shock wave overpressure threshold of the safety zone to 0.02MPa, and adopt a shock wave diffraction barrier optimization layout scheme; S63, correct the dust diffusion radius according to meteorological data, and establish an aerosol migration computational fluid dynamics model; S64, deploy an inflatable flexible protective barrier in the predicted high-risk area, which includes a piezoelectric sensing self-triggering system.

[0026] The system includes: A data acquisition module: acquires building structure parameters, geological environment data and blasting material characteristic data, and generates an initial parameter set through explosive performance testing; A stress field modeling module: constructs a three-dimensional dynamic stress field model based on the initial parameter set, generates an initial blasting scheme based on the three-dimensional dynamic stress field model, determines a drilling positioning matrix and a charge quantity distribution gradient, generates a blasting scheme through weak point analysis, and outputs the charge quantity distribution gradient through drilling optimization; A waveform regulation module: designs a stress wave regulation strategy based on the charge quantity distribution gradient, and generates a regulation instruction set, and calculates the initiation time difference between the main blast hole and the auxiliary hole based on the regulation instruction set: Initiation time difference calculation:​​ ; wherein is the initiation time difference, is the distance between the explosion sources, is the stress wave propagation speed, is the medium heterogeneity correction coefficient; The safety evaluation module is based on the three-dimensional dynamic stress field model to establish a collapse motion trajectory prediction model and a safety risk assessment model, and combines the charge distribution gradient to dynamically adjust the charge density through the safety risk assessment model: The charge density calculation is: ; wherein is the charge density, is the initial charge density, is the rock mass stress sensitivity coefficient, is the stress field fluctuation amplitude; The execution feedback module: real-time comparison of the matching degree of the collapse motion trajectory and the collapse motion trajectory prediction model, when the matching degree deviation is greater than the preset threshold, it means that the blasting simulation result does not meet the safety requirement, then the stress wave regulation parameter is optimized according to the deviation, and the data acquisition module is returned for iterative adjustment until the matching degree meets the safety threshold; otherwise, the actual blasting operation is performed and the blasting scheme database is updated.

[0027] The operation steps of the method and system are: The application realizes precise directional blasting of buildings by constructing a closed-loop regulation system of building structure dynamic response and stress wave propagation. First, the three-dimensional point cloud data of the building structure and the geological wave velocity parameters are collected, the stress concentration area of the beam column joint and the wave impedance sudden change interface of the rock and soil layer are identified; based on the finite element analysis, a structure instability critical load model is established, a pre-splitting hole array is set on the foundation slab and a variable density charge gradient from the bottom layer to the top layer is generated. Then, the initiation time sequence of the main blast hole and the auxiliary hole is designed by using the multi-source waveform interference algorithm, the waveguide holes are arranged on the diagonal line of the building and filled with impedance matching materials, the stress wave is guided to form constructive interference at the target floor; at the same time, the shape memory alloy phase modulation sheet is embedded in the column, when the wavefront distortion is detected, the lattice structure is adjusted by current excitation to correct the stress wave propagation direction in real time.

[0028] In the blasting execution stage, the distributed initiation control system activates the charge units at micro-difference intervals, and the phase modulation device is triggered synchronously to realize the directional superposition of wave field. The vibration sensor array monitors the fracture frequency spectrum of the structure in real time, and compares the collapse trajectory predicted by the discrete element model. When the detection of the gravity center offset exceeds the error threshold, the adaptive feedback algorithm immediately corrects the delay parameters of the uninitiated holes. Finally, according to the kinetic energy distribution prediction of the splashes, an inflatable flexible protective barrier is deployed in the high-pressure area, combined with the aerosol migration model to block the dust diffusion path, forming a spatial decoupling safety protection system.

[0029] It should be noted that the relational terms herein such as first and second and the like are used solely to distinguish one entity or action from another, without necessarily requiring or implying any such actual relationship or order between such entities or actions. Moreover, the terms "comprises", "comprising", or any other variations thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but can include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element preceded by "comprises... a" does not, without more constraints, foreclose the existence of additional identical elements in the process, method, article, or apparatus that comprises the recited element.

[0030] Although embodiments of the present application have been shown and described, it is to be understood that various modifications, substitutions, alternatives, and variations can be made in the embodiments without departing from the spirit and scope of the present application as defined by the appended claims and their equivalents.

Claims

1. A stress wave regulation based building demolition method, characterized in that: The method comprises the following steps: S1, collecting building structure parameters, geological environment data and blasting material characteristic data, generating an initial parameter set through explosive performance testing, wherein the building structure parameters include concrete strength distribution and steel reinforcement framework topology, the geological environment data include rock-soil layer shear wave velocity, and the blasting material characteristic data include explosive detonation velocity parameters; S2, constructing a three-dimensional dynamic stress field model according to the building structure parameters, the geological environment data and the blasting material characteristic data, generating an initial blasting scheme, and determining a drilling positioning matrix and a charge quantity distribution gradient; S3, designing a stress wave regulation strategy by using a multi-source waveform interference algorithm according to the initial blasting scheme, the drilling positioning matrix and the charge quantity distribution gradient, and calculating an initiation time sequence difference between a main blast hole and an auxiliary hole; S4, deploying a blasting network topology structure according to the stress wave regulation strategy, generating a regulation instruction set, installing a phase modulation device to control a stress wave propagation direction, and setting a stress wave reflection barrier at a key load-bearing node; S5, establishing a collapse motion trajectory prediction model and a safety risk assessment model according to the three-dimensional dynamic stress field model, generating a protection strategy, and simulating a fracture propagation path of a building component under different initiation sequences; S6, combining the prediction result of S5, calculating a splash distribution radius and an impact wave overpressure threshold value through the safety risk assessment model, and dynamically adjusting a charge density; S7, based on the data in the foregoing, executing the blasting sequence designed in S3 through a distributed initiation control system, and synchronously activating the phase modulation device installed in S4 to realize directional superposition of stress waves; S8, monitoring a blasting vibration frequency spectrum in real time, optimizing an unblasted node strategy, and correcting a delay parameter of an uninitiated unit by using an adaptive feedback algorithm; S9, collecting blasting effect data, and comparing a matching degree of a collapse trajectory with the prediction model in S5; S10, when the matching degree deviation is greater than a preset threshold value, it is indicated that the blasting simulation result does not meet safety requirements, at this time, an actual blasting operation is not performed, then stress wave regulation parameters are optimized according to the deviation, and steps S1 to S9 are returned for iterative adjustment until the matching degree meets a safety threshold value; otherwise, an actual blasting operation is performed and a blasting scheme database is updated.

2. A stress wave regulated building demolition method according to claim 1, characterized in that: The collection of the building structure parameters, the geological environment data and the blasting material characteristic data in S1 comprises: S11, obtaining a three-dimensional point cloud model of a building structure by laser scanning, identifying a beam-column node stress concentration area, and simultaneously detecting internal concrete defect distribution by using infrared thermal imaging technology; S12, obtaining a geological layer longitudinal wave propagation attenuation coefficient by drilling core samples, and constructing a three-dimensional distribution map of underground obstacles by using cross-hole seismic tomography technology; S13, testing a relationship curve between an explosive critical diameter and a detonation pressure, and establishing an explosive velocity attenuation compensation model under different water content conditions; S14, establishing a structure-geology-explosive multi-dimensional coupling database, integrating a building BIM model and geological GIS data to realize visual pre-rehearsal of blasting parameters.

3. The stress wave regulated building demolition method of claim 1, wherein: The determination of the drilling positioning matrix and the charge quantity distribution gradient in S2 comprises: S21, calculating a structure instability critical load based on a finite element analysis method, and introducing a neural network algorithm to optimize a load distribution sensitivity coefficient; S22, mark the shear wall fracture priority level, automatically divide the blasting and breaking priority according to the steel frame topology; S23, generate a drilling depth gradient distribution: the bottom layer has a higher charge density than the top layer, and a variable-density charge transition zone is set at the structure transition layer; S24, set a pre-splitting hole array at the foundation slab position, and use a radial uncoupling charge structure to control the crack propagation direction.

4. The stress wave regulated building demolition method of claim 1, wherein: The stress wave regulation strategy designed in S3 includes: S31, establish a stress wave front peak propagation equation for the main blast hole, and combine with acoustic emission monitoring data to correct the wave velocity parameters in real time; S32, design a lagging initiation strategy for the auxiliary hole to prolong the stress field action time, and optimize the lag time window through a phase inversion algorithm, which specifically includes: Wave field monitoring deployment: acoustic emission sensor arrays are deployed at key nodes of the building structure to real-time collect the stress wave front peak arrival time and phase characteristics generated by the main blast hole; Theoretical wave field reconstruction: based on the stress wave propagation equation, an ideal wave field phase distribution model of the target focusing area is constructed: ； wherein is the ideal wavefield phase angle, is the stress wave amplitude, is the imaginary unit, is the wave number, is the spatial position coordinate, is the angular frequency, is the time variable, is the initial phase angle; Phase deviation calculation: comparing actual monitored phase to ideal phase , calculating phase deviation amount for each monitoring point: ； wherein is the sensor node position, is the index subscript; Time window optimization iteration: take the minimization of phase deviation square sum as the objective function: ； wherein is a lag time window, is the total number of sensor nodes, is a summation index; Focusing effect verification: based on the updated time window parameters, numerical simulation of wave equation is performed to verify the interference enhancement effect of stress waves in the target area; S33, set waveguide holes on the diagonal of the building to enhance the stress wave interference effect, and fill the holes with impedance gradient matching materials; S34, calculate the optimal millisecond interval based on the initiation time difference to make the stress wave form energy focusing at the target floor, and use time-frequency analysis technology to verify the focusing effect.

5. The stress wave regulated building demolition method of claim 1, wherein: The deployment of the blasting network topology in S4 includes: S41, embed shape memory alloy phase modulation sheets inside the columns, and control the lattice structure change through current excitation; S42, lay carbon nanotube waveguide medium layer along the shear wall to realize electromagnetic field regulation of crack propagation direction; S43, install active shock wave attenuation devices at the blasting boundary, including adaptive energy-absorbing materials and Helmholtz resonators; S44, construct the blasting network topology: the main control node is connected to 64 explosion sub-stations with self-diagnosis function through a fiber ring network.

6. A stress wave regulated building demolition method according to claim 1, wherein: The establishment of the collapse motion trajectory prediction model in S5 includes: S51, use the discrete element method to simulate the beam-column hinge point fracture timing, and verify the model accuracy by combining with digital image correlation technology; S52, predict the secondary debris distribution generated by the floor collapse collision, establish a Monte Carlo probability model of debris motion trajectory, and use it to evaluate the flying debris risk; S53, calculate the allowed error range of the structure barycenter offset trajectory, introduce the Lyapunov index to evaluate the motion stability, which specifically includes the following steps: Real-time motion data acquisition: deploy a three-axis acceleration sensor array at the key load-bearing nodes of the building to real-time collect three-dimensional motion trajectory data during the collapse process at a sampling frequency of ≥1000 Hz, and obtain the displacement time series: ； wherein are the displacement components of the center of mass of the structure in the three orthogonal directions, respectively, is the time variable, is the transpose operator; Phase space reconstruction: use the Takens embedding theorem to reconstruct the phase space of the dynamic system: ； wherein is a phase space orbit point, is the n-th sampling time, is a time delay parameter, is an embedding dimension, is a sampling point number; Lyapunov index stability criterion: ； wherein is the Lyapunov exponent, is the stability critical threshold, is the initial barycenter position perturbation vector, is the barycenter position perturbation vector at time t, is the collapse process time; S54, generate a three-dimensional collapse motion situation map, and superimpose a prestress release thermal map to display the energy dissipation path.

7. The stress wave regulated building demolition method of claim 1, wherein: The dynamic adjustment of charge density in S6 includes: S61, establish the kinetic energy-mass correlation model of splash, and calibrate the initial velocity distribution of fragments combined with high-speed photography data. The kinetic energy calculation formula is: ； wherein is the kinetic energy of the splash, is the mass of the debris, is the initial velocity of the debris; S62, set the maximum shock wave overpressure threshold of the safety zone to 0.02 MPa, and adopt the shock wave diffraction barrier optimization layout scheme; S63, correct the dust diffusion radius according to the meteorological data, and establish the aerosol migration computational fluid dynamics model; S64, deploy the inflatable flexible protective barrier in the high-risk area, including the piezoelectric sensing self-triggering system.

8. A stress wave regulation based building demolition system for implementing a stress wave regulation based building demolition method according to any one of claims 1-7, characterized in that: It includes: Data acquisition module: obtain building structure parameters, geological environment data and blasting equipment characteristic data, and generate initial parameter set through explosive performance test; Stress field modeling module: based on the initial parameter set, construct a three-dimensional dynamic stress field model, and based on the three-dimensional dynamic stress field model, generate an initial blasting scheme, determine the drilling positioning matrix and charge distribution gradient, generate a blasting scheme through weak point analysis, and output the charge distribution gradient through drilling optimization; Waveform control module: based on the charge distribution gradient, design stress wave control strategy and generate control instruction set, calculate the initiation time difference of main blast hole and auxiliary hole based on the control instruction set: Initiation time difference calculation: ； wherein is the initiation timing difference, is the distance between the explosive sources, is the stress wave propagation velocity, is the medium heterogeneity correction coefficient; Safety evaluation module: based on the three-dimensional dynamic stress field model, establish the collapse motion trajectory prediction model and safety risk assessment model, and dynamically adjust the charge density through the safety risk assessment model combined with the charge distribution gradient: Charge density calculation: ； wherein is the charge density, is the initial charge density, is the rock stress sensitivity coefficient, is the stress field fluctuation amplitude; Execution feedback module: real-time comparison of the matching degree of the collapse motion trajectory and the collapse motion trajectory prediction model. When the matching degree deviation is greater than the preset threshold, it means that the blasting simulation result does not meet the safety requirements. Then, according to the deviation, optimize the stress wave control parameters, and return to the data acquisition module for iterative adjustment until the matching degree meets the safety threshold; Otherwise, perform the actual blasting operation and update the blasting scheme database.

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