A load simulation analysis method and system for tunnel blasting construction
By combining tunnel surrounding rock geological parameters and vibration monitoring data during tunnel blasting construction, a reference blasting scheme was selected and the equivalent load time history distribution was determined through inversion. This solved the problem of large deviation between the equivalent load and the actual load in existing technologies, and enabled accurate simulation and safety assessment of tunnel blasting construction.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- CHINA TIESIJU CIVIL ENGINEERING GROUP CO LTD
- Filing Date
- 2026-05-11
- Publication Date
- 2026-06-05
Smart Images
Figure CN122154257A_ABST
Abstract
Description
Technical Field
[0001] This invention relates to the field of blasting load simulation and analysis technology, and specifically to a method and system for load simulation and analysis during tunnel blasting construction. Background Technology
[0002] Tunnel blasting is a common technique in tunnel excavation. The accurate determination and simulation of blasting loads are crucial for predicting the dynamic response of the surrounding rock, assessing the damage extent, and controlling construction safety. Tunnel surrounding rock geological conditions exhibit strong randomness and anisotropy. The propagation of blasting vibrations is influenced by multiple factors, including rock mass characteristics, excavation profile, and spatial distribution. Therefore, it is necessary to achieve stability assessment of blasting operations through realistic load reproduction, precise numerical modeling, and multi-dimensional verification and correction, providing reliable support for tunnel blasting design and on-site construction.
[0003] Chinese Patent Publication No. CN113255179B discloses a method, device, and storage medium for calculating the depth of damage to surrounding rock during tunnel blasting excavation. This method establishes a constitutive model of rock blasting damage based on the physical and mechanical properties of the surrounding rock, compiles the model into a user-defined program, embeds it into the dynamic finite element software LSDYNA, determines the equivalent elastic ring for each blast hole at the tunnel face, calculates the equivalent load for each blast hole, applies the equivalent load to the equivalent elastic ring to simulate blasting, establishes a numerical model, and outputs a model K file. After modifying the dynamic parameters of the surrounding rock, it simulates the damage to the surrounding rock during blasting excavation, defines the surrounding rock damage variables, and determines the depth of surrounding rock damage. The depth of blasting damage to the surrounding rock is obtained through numerical simulation, providing a basis for tunnel support design.
[0004] However, the existing technology has the following problems: 1. The existing technology only presets the equivalent blasting load based on the physical and mechanical properties of the surrounding rock, without combining it with the vibration monitoring data of the actual blasting process for inversion verification. This results in a large deviation between the equivalent load and the actual blasting load, which makes the numerical simulation results inconsistent with the actual dynamic response on site, reduces the accuracy of the assessment of surrounding rock damage and vibration response, and cannot provide reliable guidance for on-site construction.
[0005] 2. Existing technologies only determine the depth of surrounding rock damage through numerical simulation to provide a basis for tunnel support design. However, they do not perform load space mapping and full-domain simulation for blasting areas with multiple excavation advances. Therefore, they cannot assess the blasting stability of the entire construction section, resulting in blind spots in construction safety prediction. It is also difficult to identify the risk of excessive vibration in local areas, which increases the safety hazards of tunnel blasting construction. Summary of the Invention
[0006] The present invention aims to overcome the shortcomings of the prior art and provide a load simulation analysis method and system for tunnel blasting construction, so as to improve the accuracy of blasting load simulation, geological adaptability and comprehensiveness of stability assessment.
[0007] The technical solution adopted by the present invention to solve its technical problem is as follows: On the one hand, the present invention provides a load simulation analysis method for tunnel blasting construction, including: S1, collecting the geological parameters of the surrounding rock of the tunnel in the tunnel blasting construction area, comparing them with the geological parameters of the surrounding rock in the tunnel blasting history record, and selecting reference blasting schemes.
[0008] S2. Perform blasting on the tunnel excavation face according to the reference blasting scheme, collect the blasting vibration velocity time history waveforms at each vibration monitoring point during the tunnel blasting process, and determine the equivalent blasting load time history distribution by inversion.
[0009] S3. Based on the geological parameters of the surrounding rock of the tunnel and combined with the tunnel construction design drawings, construct a tunnel geological space model, apply the equivalent blasting load time history distribution to the corresponding excavation face of the tunnel geological space model, and obtain the simulated blasting vibration velocity time history waveform.
[0010] S4. Compare the simulated blasting vibration velocity time history waveform with the blasting vibration velocity time history waveform to evaluate the accuracy of the load corresponding to the tunnel geological space model. If the accuracy is not up to standard, adjust the equivalent blasting load time history distribution.
[0011] S5. Apply qualified equivalent blasting load time history distributions to the tunnel geological space model, obtain simulated blasting vibration velocity time history waveforms in different blasting areas, and evaluate the tunnel blasting stability.
[0012] On the other hand, the present invention provides a load simulation and analysis system for tunnel blasting construction, including a blasting scheme screening module, a blasting load determination module, a simulated vibration velocity acquisition module, a load accuracy analysis module, and a blasting stability assessment module.
[0013] The modules are connected as follows: the blasting scheme screening module is connected to the blasting load determination module; the simulated vibration velocity acquisition module is connected to both the blasting load determination module and the load accuracy analysis module; and the blasting stability assessment module is connected to the load accuracy analysis module.
[0014] The blasting scheme screening module collects the geological parameters of the surrounding rock in the tunnel blasting construction area, compares them with the geological parameters of the surrounding rock in the tunnel blasting history, and screens reference blasting schemes.
[0015] The blasting load determination module performs blasting on the tunnel excavation face according to the reference blasting scheme, collects the blasting vibration velocity time history waveforms at each vibration monitoring point during the tunnel blasting process, and inverts to determine the equivalent blasting load time history distribution.
[0016] The simulated vibration velocity acquisition module constructs a tunnel geological space model based on the geological parameters of the surrounding rock of the tunnel and the tunnel construction design drawings. It then applies the equivalent blasting load time history distribution to the corresponding excavation face of the tunnel geological space model to obtain the simulated vibration velocity time history waveform.
[0017] The load accuracy analysis module compares the simulated blasting vibration velocity time history waveform with the actual blasting vibration velocity time history waveform to evaluate the accuracy of the load corresponding to the tunnel geological space model. If the accuracy is not up to standard, the equivalent blasting load time history distribution is adjusted.
[0018] The blasting stability assessment module applies qualified equivalent blasting load time history distributions to the tunnel geological space model, obtains simulated blasting vibration velocity time history waveforms in different blasting areas, and assesses the tunnel blasting stability.
[0019] Compared with the prior art, the present invention has the following beneficial effects: (1) The present invention collects the geological parameters of the surrounding rock of the tunnel in the tunnel blasting construction area, compares them with the geological parameters of the surrounding rock in the tunnel blasting history, and selects reference blasting schemes so that the blasting load simulation is based on historical experience that matches the actual geological conditions, improves the pertinence and geological adaptability of the determination of equivalent blasting load, and avoids load calculation deviation caused by mismatch of geological parameters.
[0020] (2) The present invention performs blasting on the tunnel excavation face according to the reference blasting scheme, collects the blasting vibration velocity time history waveforms at each vibration monitoring point during the tunnel blasting process, and inverts to determine the time history distribution of the equivalent blasting load, thereby realizing accurate inversion from the field measured vibration data to the equivalent blasting load, truly restoring the spatial distribution and time history variation characteristics of the blasting load, and improving the simulation accuracy of the spatial distribution and time history of the blasting load.
[0021] (3) This invention obtains the simulated blasting vibration velocity time history waveform, compares it with the blasting vibration velocity time history waveform, evaluates the accuracy of the load corresponding to the tunnel geological space model, and adjusts the equivalent blasting load time history distribution when the accuracy is not qualified, effectively eliminating simulation errors, ensuring the consistency between the equivalent blasting load time history distribution and the real blasting load, and improving the reliability of numerical simulation results.
[0022] (4) This invention applies qualified equivalent blasting load time history distribution to the tunnel geological space model to obtain simulated blasting vibration velocity time history waveforms in different blasting areas, evaluates tunnel blasting stability, realizes regional refined stability assessment of blasting construction process, can timely identify the risk of vibration exceeding the standard in local areas, and provides technical support for safety management of tunnel blasting construction. Attached Figure Description
[0023] To more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.
[0024] Figure 1 This is a schematic diagram of the method steps of the present invention;
[0025] Figure 2 This is a schematic diagram illustrating the steps for determining the time history distribution of the equivalent blasting load in this invention.
[0026] Figure 3 This is a schematic diagram of the load accuracy assessment steps in this invention;
[0027] Figure 4 This is a schematic diagram of the system module connections in this invention. Detailed Implementation
[0028] Various exemplary embodiments of the present invention will now be described in detail with reference to the accompanying drawings. It should be noted that, unless otherwise specifically stated, the relative arrangement, numerical expressions, and values of the components and steps set forth in these embodiments do not limit the scope of the invention. Furthermore, it should be understood that, for ease of description, the dimensions of the various parts shown in the drawings are not drawn to actual scale.
[0029] The following description of at least one exemplary embodiment is merely illustrative and is in no way intended to limit the invention or its application or use. Techniques, methods, and apparatus known to those skilled in the art may not be discussed in detail, but where appropriate, such techniques, methods, and apparatus should be considered part of the specification.
[0030] In all examples shown and discussed herein, any specific values should be interpreted as merely exemplary and not as limitations. Therefore, other examples of exemplary embodiments may have different values.
[0031] Please see Figure 1 As shown, on the one hand, the present invention provides a load simulation analysis method for tunnel blasting construction, including: S1, collecting the geological parameters of the surrounding rock of the tunnel in the tunnel blasting construction area, comparing them with the geological parameters of the surrounding rock in the tunnel blasting history, and selecting reference blasting schemes.
[0032] S2. Perform blasting on the tunnel excavation face according to the reference blasting scheme, collect the blasting vibration velocity time history waveforms at each vibration monitoring point during the tunnel blasting process, and determine the equivalent blasting load time history distribution by inversion.
[0033] S3. Based on the geological parameters of the surrounding rock of the tunnel and combined with the tunnel construction design drawings, construct a tunnel geological space model, apply the equivalent blasting load time history distribution to the corresponding excavation face of the tunnel geological space model, and obtain the simulated blasting vibration velocity time history waveform.
[0034] S4. Compare the simulated blasting vibration velocity time history waveform with the blasting vibration velocity time history waveform to evaluate the accuracy of the load corresponding to the tunnel geological space model. If the accuracy is not up to standard, adjust the equivalent blasting load time history distribution.
[0035] S5. Apply qualified equivalent blasting load time history distributions to the tunnel geological space model, obtain simulated blasting vibration velocity time history waveforms in different blasting areas, and evaluate the tunnel blasting stability.
[0036] Considering that the degree of matching between the blasting scheme and geological conditions directly affects the blasting effect and the accuracy of subsequent load inversion, existing technologies use fixed constitutive models and equivalent elastic circles for numerical simulation, without considering the adaptability of blasting schemes under different geological conditions. This leads to a disconnect between the initial simulation conditions and actual construction. It is necessary to achieve accurate selection of reference blasting schemes through comparative analysis of geological parameters of the construction area and historical records.
[0037] Based on this, the steps for selecting reference blasting schemes in this invention are as follows: S11, extract rock type, elastic modulus of surrounding rock, rock density and rock compressive strength from the geological parameters of the surrounding rock of the tunnel, and construct a geological feature vector of the construction area.
[0038] It should be noted that the geological parameters of the surrounding rock of the tunnel were obtained through on-site geological surveys, borehole sampling tests, and indoor rock mechanics tests. The rock types include granite, limestone, sandstone, etc.
[0039] S12. Extract historical surrounding rock geological feature vectors and historical blasting schemes from the tunnel blasting history records, and calculate the similarity between the historical surrounding rock geological feature vectors of each historical record and the geological feature vectors of the construction area. The similarity calculation uses cosine similarity, and the rock type is encoded and quantified before being included in the feature vector to ensure a comprehensive measurement of geological condition similarity.
[0040] Preferably, in a specific embodiment of the present invention, the rock type corresponding coding quantization adopts a unique thermal coding method, which maps granite, limestone, and sandstone to discrete coding vectors of [1, 0, 0], [0, 1, 0], and [0, 0, 1], respectively. The discrete coding vectors are then horizontally spliced with the elastic modulus of the surrounding rock, rock density, and rock compressive strength to construct a multi-dimensional geological feature vector of the construction area, thereby eliminating the dimensional differences between the discrete properties of rock types and continuous mechanical parameters.
[0041] S13. Select historical records with a similarity higher than a preset similarity threshold as candidate historical records, and extract the blasting excavation face of each candidate historical record. The preset similarity threshold is set based on engineering experience, for example, 0.85, to ensure that the candidate historical records are highly similar to the geological conditions of the construction area.
[0042] S14. Based on the tunnel excavation face outline, select historical blasting schemes corresponding to candidate historical records with similar excavation face outlines and use them as reference blasting schemes. Among them, similar excavation face outlines are determined by comparing the differences in excavation face area, perimeter, and aspect ratio, and the candidate historical record with the smallest difference value is selected as the candidate historical record with similar excavation face outline.
[0043] This invention collects geological parameters of the surrounding rock in the tunnel blasting construction area, compares them with the geological parameters of the surrounding rock in the tunnel blasting history, and selects reference blasting schemes. This allows the blasting load simulation to be based on historical experience that matches the actual geological conditions, improving the pertinence and geological adaptability of the equivalent blasting load determination, and avoiding load calculation deviations caused by mismatched geological parameters.
[0044] Considering that the accuracy of the inversion of the equivalent blast load directly determines the authenticity of the blast simulation, the existing technology only uses theoretically preset loads without combining on-site measured vibration data for inversion, resulting in a large deviation between the load and the actual blast load. It is necessary to achieve accurate determination of the time history distribution of the equivalent blast load through joint inversion of the measured vibration velocity and propagation attenuation matrix at vibration monitoring points, so as to truly restore the spatiotemporal distribution characteristics of the blast load.
[0045] Based on this, such as Figure 2 As shown, the method for determining the time history distribution of the equivalent blasting load in this invention is as follows: S21, several vibration monitoring points are set up around the tunnel excavation face, and velocity sensors are used to collect the blasting vibration velocity time history waveforms of each vibration monitoring point during the tunnel blasting process. The peak vibration velocity in the waveform is extracted to form a measured peak vibration velocity vector. The measured peak vibration velocity vector is formed by arranging the peak vibration velocity of each vibration monitoring point in sequence.
[0046] S22. Divide the excavation face outline into a grid to generate several load application elements, and set a virtual load application point at the geometric center of each load application element. The grid division is determined according to the excavation face size and simulation accuracy requirements. For example, the excavation face is divided into 0.5m × 0.5m grid elements, and each element corresponds to a virtual load application point.
[0047] S23. Based on the spatial propagation distance between each vibration monitoring point and the virtual load application point and the attenuation characteristics of the surrounding rock medium, establish the blasting vibration propagation attenuation matrix, substitute the measured peak velocity vector into the vibration propagation inversion equation, and solve for the equivalent blasting load amplitude at each virtual load application point.
[0048] It should be noted that the vibration propagation inversion equation uses the blasting vibration propagation attenuation matrix as the coefficient matrix, the equivalent blasting load amplitude at each virtual load application point as the unknown vector, and the measured peak velocity vector as the right-hand side term. The vibration propagation inversion equation is solved using the regularized least squares method to obtain the equivalent blasting load amplitude at each virtual load application point.
[0049] The regularized least squares method is a well-known existing technique, and will not be elaborated upon here.
[0050] Furthermore, the method for establishing the blasting vibration propagation attenuation matrix is as follows: First, based on the rock type in the geological parameters of the surrounding rock of the tunnel, determine the geometric diffusion attenuation coefficient and the medium absorption attenuation coefficient corresponding to the rock type.
[0051] Preferably, in a specific embodiment of the present invention, the geometrical diffusion attenuation coefficient and the medium absorption attenuation coefficient corresponding to the rock type are calibrated by rock sample wave velocity testing and density testing. For example, the geometrical diffusion attenuation coefficient for granite is taken as 1.0 to 1.2, and the medium absorption attenuation coefficient is taken as... The geometric diffusion attenuation coefficient for limestone is taken as 0.8–1.0, and the medium absorption attenuation coefficient is taken as... The geometric diffusion attenuation coefficient for sandstone is taken as 1.2–1.5, and the medium absorption attenuation coefficient is taken as... .
[0052] Then, based on the spatial propagation distance between each vibration monitoring point and the virtual load application point, the geometric diffusion attenuation component and the medium absorption attenuation component are calculated respectively based on the geometric diffusion attenuation coefficient and the medium absorption attenuation coefficient.
[0053] Preferably, in a specific embodiment of the present invention, the formula for calculating the geometric diffusion attenuation component is: .
[0054] In the formula, For geometric diffusion attenuation component, The characteristic side length of the load-bearing element is used as the preset element reference distance. The spatial propagation distance between the vibration monitoring point and the virtual load application point. It is the geometric diffusion attenuation coefficient. Its geometric diffusion attenuation component is inversely proportional to the spatial propagation distance. The greater the spatial propagation distance, the smaller the geometric diffusion attenuation component.
[0055] The formula for calculating the absorption attenuation component of the medium is as follows: .
[0056] In the formula, This is the component of medium absorption attenuation. Let be the dielectric absorption attenuation coefficient, and exp be the natural exponential function. Its dielectric absorption attenuation component has an exponential decay relationship with the product of the spatial propagation distance and the dielectric absorption attenuation coefficient.
[0057] Finally, the geometric diffusion attenuation component and the medium absorption attenuation component are product-coupled to establish the vibration propagation attenuation coefficient between each vibration monitoring point and the virtual load application point. A blasting vibration propagation attenuation matrix is then constructed through matrix arrangement. Each row of the blasting vibration propagation attenuation matrix corresponds to a vibration monitoring point, each column corresponds to a virtual load application point, and the matrix elements are vibration propagation attenuation coefficients.
[0058] S24. The equivalent blasting load amplitude of each virtual load application point is statistically analyzed according to the time history to generate the time history distribution of the equivalent blasting load on the excavation face.
[0059] The specific method for time history statistics is as follows: the equivalent blasting load amplitude at each virtual load application point is taken as the peak value of the time history curve. The duration of the equivalent blasting load is determined according to the duration of the measured blasting vibration time history waveform. A half-sine wave is used as the load time history shape to generate the equivalent blasting load time history curve for each virtual load application point. The equivalent blasting load time history curves of all virtual load application points are summarized to obtain the equivalent blasting load time history distribution of the excavation face.
[0060] This invention obtains the simulated blasting vibration velocity time history waveform, compares it with the actual blasting vibration velocity time history waveform, evaluates the accuracy of the load corresponding to the tunnel geological space model, and adjusts the equivalent blasting load time history distribution when the accuracy is unqualified, effectively eliminating simulation errors, ensuring the consistency between the equivalent blasting load time history distribution and the actual blasting load, and improving the reliability of numerical simulation results.
[0061] Considering that the accuracy of the tunnel geological spatial model directly affects the realism of the simulation results, the numerical models established by existing technologies do not fully integrate the actual support structure information, resulting in discrepancies between the model and the actual engineering environment. It is necessary to achieve precise application of equivalent loads through coupled modeling of surrounding rock geological parameters and construction design drawings, ensuring that the simulated vibration velocity closely matches the actual vibration response on site.
[0062] Based on this, the specific implementation steps for obtaining the simulated blasting vibration velocity time history waveform in this invention are as follows: S31, bring the geological parameters of the surrounding rock of the tunnel into the three-dimensional modeling platform to generate the geological structure model of the surrounding rock.
[0063] S32. Based on the tunnel construction design drawings, obtain the outline and dimensions of the tunnel excavation face, and couple the outline and dimensions of the excavation face to the surrounding rock geological structure model.
[0064] S33. Extract the type, size, and layout location of the tunnel support structure to form the geometric data of the tunnel support structure. Integrate the geometric data of the tunnel support structure with the surrounding rock geological structure model to form a complete tunnel geological spatial model. The tunnel support structure includes shotcrete layer, anchor bolts, steel arch frame, and secondary lining. Seamless integration with the surrounding rock geological structure model is achieved through a grid-based common node method.
[0065] S34. Apply the equivalent blasting load time history distribution to the excavation face of the tunnel geological space model according to the corresponding time, and extract the simulated blasting vibration velocity time history waveform of each vibration monitoring point.
[0066] Considering that single-dimensional vibration velocity comparison cannot fully determine the accuracy of the load, existing technologies simply compare the peak vibration velocity without combining time-domain and frequency-domain feature verification, resulting in inaccurate load accuracy determination and the inability to eliminate simulation errors. It is necessary to use a dual-index quantitative evaluation of time-domain waveform similarity and frequency-domain frequency deviation to achieve accurate determination of load accuracy.
[0067] Based on this, such as Figure 3 As shown, the method for evaluating the accuracy of the load corresponding to the tunnel geological space model in this invention is as follows: S41, align the simulated blasting vibration velocity time history waveform of each vibration monitoring point with the blasting vibration velocity time history waveform on the time axis.
[0068] S42. Perform a similarity analysis on the aligned simulated blasting vibration velocity time history waveform and the blasting vibration velocity time history waveform, and calculate the time-domain waveform similarity coefficient. The time-domain waveform similarity coefficient is calculated using the Pearson correlation coefficient, with a value ranging from 0 to 1. The closer the value is to 1, the higher the waveform similarity.
[0069] S43. Extract the dominant frequencies from the simulated blasting vibration velocity time history waveform and the blasting vibration velocity time history waveform, and calculate the frequency domain frequency deviation value by comparison. The frequency domain frequency deviation value is the ratio of the absolute difference between the simulated dominant frequency and the measured dominant frequency to the measured dominant frequency.
[0070] S44. If the time-domain waveform similarity coefficient and frequency-domain frequency deviation value of all vibration monitoring points are within the corresponding preset error allowable range, then the accuracy of the load is deemed qualified. The preset error allowable range is set according to the engineering accuracy requirements. For example, the preset error allowable range for the time-domain waveform similarity coefficient is (0.85~1); the preset error allowable range for the frequency-domain frequency deviation value is (0~0.15).
[0071] S45. If the time-domain waveform similarity coefficient or frequency-domain frequency deviation value of any vibration monitoring point is outside the corresponding preset error allowable range, the accuracy of the load is deemed unqualified.
[0072] Preferably, in a specific embodiment of the present invention, the method for adjusting the time history distribution of the equivalent blasting load is as follows: First, when the accuracy of the load is determined to be unqualified, the simulated blasting velocity time history waveform and the corresponding peak velocity of the blasting velocity time history waveform at each vibration monitoring point are extracted, and the direction and magnitude of the peak velocity deviation are determined by comparison. The direction of the peak velocity deviation includes positive deviation (simulated value is greater than measured value) and negative deviation (simulated value is less than measured value).
[0073] Secondly, based on the direction of the peak velocity deviation, the direction of adjustment of the equivalent blast load amplitude is determined. For example, if the direction of the peak velocity deviation is positive, it is determined that the equivalent blast load amplitude is too large and needs to be adjusted downward; otherwise, it is adjusted upward. The amplitude of the peak velocity deviation is then substituted into the vibration propagation inversion equation to determine the adjustment amount of the equivalent blast load amplitude.
[0074] Then, according to the adjustment amount and direction of the equivalent blast load amplitude, the equivalent blast load amplitude of each virtual load point in the equivalent blast load time history distribution is corrected while keeping the duration of action unchanged, thus generating the corrected equivalent blast load time history distribution.
[0075] Finally, the corrected equivalent blasting load time history distribution is reapplied to the tunnel geological space model, and the accuracy is repeatedly evaluated until the accuracy is deemed acceptable.
[0076] This invention obtains the simulated blasting vibration velocity time history waveform, compares it with the actual blasting vibration velocity time history waveform, evaluates the accuracy of the load corresponding to the tunnel geological space model, and adjusts the equivalent blasting load time history distribution when the accuracy is unqualified, effectively eliminating simulation errors, ensuring the consistency between the equivalent blasting load time history distribution and the actual blasting load, and improving the reliability of numerical simulation results.
[0077] Considering that the coverage of the full-domain simulation directly determines the comprehensiveness of the blasting stability assessment, the existing technology does not perform load spatial mapping for areas with multiple excavation advances, resulting in blind spots in safety prediction. It is necessary to divide the blasting area according to the excavation advance, perform spatial mapping of qualified loads, and achieve full-domain simulation of the entire construction section.
[0078] Based on this, the process of obtaining the simulated blasting vibration velocity time history waveform of different blasting areas in this invention is as follows: S51, the tunnel blasting construction area is divided into several blasting areas according to the excavation advance, and the corresponding excavation surface contour of each blasting area is obtained.
[0079] S52. The qualified equivalent blasting load time history distribution is spatially mapped according to the corresponding excavation face contour of each blasting area to generate the equivalent blasting load time history distribution of each blasting area.
[0080] S53. The equivalent blasting load time history distribution of each blasting area is applied to the corresponding excavation face of the tunnel geological space model in sequence, and the simulated blasting vibration velocity time history waveform of each simulated monitoring point in each blasting area is extracted.
[0081] Considering that blasting stability requires both peak velocity safety and vibration fluctuation stability, current technology only assesses the depth of surrounding rock damage and does not quantify the safety and fluctuation degree of vibration velocity across the entire range, making it impossible to comprehensively determine construction stability. A refined stability assessment needs to be achieved through dual determination of peak velocity threshold and vibration fluctuation range.
[0082] Based on this, the method for evaluating the stability of tunnel blasting in this invention is as follows: S54, extract the peak value of simulated blasting vibration velocity based on the simulated blasting vibration velocity time history waveform of each simulated monitoring point in each blasting area.
[0083] S55. If the peak simulated vibration velocity of all simulated monitoring points in a blasting area is lower than the safe vibration velocity threshold for the surrounding rock of the tunnel, then the tunnel blasting safety of the blasting area is deemed qualified. The safe vibration velocity threshold for the surrounding rock of the tunnel is determined according to the requirements of the blasting safety regulations, for example, the safe vibration velocity threshold for the surrounding rock of the tunnel is set to 10 cm / s.
[0084] S56. When the tunnel blasting safety of all blasting areas is qualified, the simulated blasting vibration velocity time history waveforms of each simulated monitoring point in each blasting area are compared at different time points to obtain the vibration velocity fluctuation degree of each simulated monitoring point at each time point. The vibration velocity fluctuation degree is the ratio of the standard deviation of the vibration velocity of the same monitoring point at different blasting areas to the average vibration velocity at corresponding time points.
[0085] S57. If the vibration velocity fluctuation at each simulated monitoring point at each time point is lower than the allowable vibration velocity fluctuation threshold, then the tunnel blasting stability is assessed as qualified; otherwise, the tunnel blasting stability is assessed as unqualified. The allowable vibration velocity fluctuation range is set according to the construction stability requirements. For example, in this invention, the allowable vibration velocity fluctuation threshold is 0.2, which means that a relative fluctuation of 20% is allowed. The implementer can also adjust the vibration velocity fluctuation threshold as needed.
[0086] S58. If the peak value of the simulated vibration velocity at a certain monitoring point in a certain blasting area is higher than the safe vibration velocity threshold of the surrounding rock of the tunnel, then the evaluation of the tunnel blasting stability is unqualified.
[0087] This invention applies qualified equivalent blasting load time history distributions to the tunnel geological space model to obtain simulated blasting vibration velocity time history waveforms in different blasting areas, evaluates tunnel blasting stability, and achieves regional refined stability assessment of the blasting construction process. It can promptly identify the risk of vibration exceeding the standard in local areas and provide technical support for the safety management of tunnel blasting construction.
[0088] On the other hand, such as Figure 4As shown, the present invention provides a load simulation and analysis system for tunnel blasting construction, including a blasting scheme screening module, a blasting load determination module, a simulated vibration velocity acquisition module, a load accuracy analysis module, and a blasting stability assessment module.
[0089] The modules are connected as follows: the blasting scheme screening module is connected to the blasting load determination module; the simulated vibration velocity acquisition module is connected to both the blasting load determination module and the load accuracy analysis module; and the blasting stability assessment module is connected to the load accuracy analysis module.
[0090] The blasting scheme screening module collects the geological parameters of the surrounding rock in the tunnel blasting construction area, compares them with the geological parameters of the surrounding rock in the tunnel blasting history, and screens reference blasting schemes.
[0091] The blasting load determination module performs blasting on the tunnel excavation face according to the reference blasting scheme, collects the blasting vibration velocity time history waveforms at each vibration monitoring point during the tunnel blasting process, and inverts to determine the equivalent blasting load time history distribution.
[0092] The simulated vibration velocity acquisition module constructs a tunnel geological space model based on the geological parameters of the surrounding rock of the tunnel and the tunnel construction design drawings. It then applies the equivalent blasting load time history distribution to the corresponding excavation face of the tunnel geological space model to obtain the simulated vibration velocity time history waveform.
[0093] The load accuracy analysis module compares the simulated blasting vibration velocity time history waveform with the actual blasting vibration velocity time history waveform to evaluate the accuracy of the load corresponding to the tunnel geological space model. If the accuracy is not up to standard, the equivalent blasting load time history distribution is adjusted.
[0094] The blasting stability assessment module applies qualified equivalent blasting load time history distributions to the tunnel geological space model, obtains simulated blasting vibration velocity time history waveforms in different blasting areas, and assesses the tunnel blasting stability.
[0095] The above embodiments can be implemented, in whole or in part, by software, hardware, firmware, or any other combination thereof. When implemented using software, the above embodiments can be implemented, in whole or in part, in the form of a computer program product.
[0096] Those skilled in the art will recognize that the modules and algorithm steps of the various examples described in conjunction with the embodiments disclosed herein can be implemented in electronic hardware, or a combination of computer software and electronic hardware. Whether these functions are implemented in hardware or software depends on the specific application and design constraints of the technical solution. Those skilled in the art can use different methods to implement the described functions for each specific application, but such implementation should not be considered beyond the scope of this application.
[0097] In addition, the functional modules in the various embodiments of this application can be integrated into one processing module, or each module can exist physically separately, or two or more modules can be integrated into one module.
[0098] The above description is merely a specific embodiment of this application, but the scope of protection of this application is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the scope of the technology disclosed in this application should be included within the scope of protection of this application. Therefore, the scope of protection of this application should be determined by the scope of the claims.
[0099] Finally, the above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.
Claims
1. A load simulation analysis method for tunnel blasting construction, characterized in that, include: Collect geological parameters of the surrounding rock in the tunnel blasting construction area, compare them with the geological parameters of the surrounding rock in the tunnel blasting history, and select reference blasting schemes; Blasting was carried out on the tunnel excavation face according to the reference blasting plan. The blasting vibration velocity time history waveforms at each vibration monitoring point were collected during the tunnel blasting process, and the equivalent blasting load time history distribution was determined by inversion. Based on the geological parameters of the surrounding rock of the tunnel, a tunnel geological space model is constructed in conjunction with the tunnel construction design drawings. The equivalent blasting load time history distribution is applied to the excavation face corresponding to the tunnel geological space model to obtain the simulated blasting vibration velocity time history waveform. The simulation blasting vibration velocity time history waveform is compared with the blasting vibration velocity time history waveform to evaluate the accuracy of the load corresponding to the tunnel geological space model. If the accuracy is not up to standard, the time history distribution of the equivalent blasting load is adjusted. The qualified equivalent blasting load time history distribution was applied to the tunnel geological space model to obtain the simulated blasting vibration velocity time history waveforms in different blasting areas and to evaluate the tunnel blasting stability.
2. The load simulation analysis method for tunnel blasting construction according to claim 1, characterized in that, The steps for selecting reference blasting schemes are as follows: Extract rock type, elastic modulus, density, and compressive strength from the geological parameters of the surrounding rock of the tunnel to construct a geological feature vector of the construction area; Extract historical surrounding rock geological feature vectors and historical blasting schemes from each historical tunnel blasting history, and calculate the similarity between the historical surrounding rock geological feature vectors of each historical history and the geological feature vectors of the construction area. Historical records with similarity higher than a preset similarity threshold are used as candidate historical records, and the blasting excavation face of each candidate historical record is extracted. Based on the tunnel excavation face contour, historical blasting schemes with similar excavation face contours are selected from candidate historical records and used as reference blasting schemes.
3. The load simulation analysis method for tunnel blasting construction according to claim 1, characterized in that, The method for determining the time history distribution of the equivalent blasting load through inversion is as follows: Several vibration monitoring points were set up around the tunnel excavation face. The blasting vibration velocity time history waveforms of each vibration monitoring point were collected during the tunnel blasting process. The peak vibration velocity in the waveforms was extracted to form the measured peak vibration velocity vector. The excavation face outline is divided into grids to generate several load application elements, and virtual load application points are set at the geometric center of each load application element. Based on the spatial propagation distance between each vibration monitoring point and the virtual load application point and the attenuation characteristics of the surrounding rock medium, a blasting vibration propagation attenuation matrix is established. The measured peak velocity vector is substituted into the vibration propagation inversion equation to solve the equivalent blasting load amplitude at each virtual load application point. The equivalent blasting load amplitude at each virtual load application point is statistically analyzed over time to generate the time history distribution of the equivalent blasting load on the excavation face.
4. The load simulation analysis method for tunnel blasting construction according to claim 3, characterized in that, The method for establishing the blasting vibration propagation attenuation matrix is as follows: Based on the rock type in the geological parameters of the surrounding rock of the tunnel, determine the geometric diffusion attenuation coefficient and the medium absorption attenuation coefficient corresponding to the rock type; Based on the spatial propagation distance between each vibration monitoring point and the virtual load application point, the geometric diffusion attenuation component and the medium absorption attenuation component are calculated respectively based on the geometric diffusion attenuation coefficient and the medium absorption attenuation coefficient. By coupling the geometric diffusion attenuation component with the medium absorption attenuation component, the vibration propagation attenuation coefficient between each vibration monitoring point and the virtual load application point is established, and the blasting vibration propagation attenuation matrix is constructed by matrix arrangement.
5. The load simulation analysis method for tunnel blasting construction according to claim 1, characterized in that, The steps for obtaining the simulated blasting vibration velocity time history waveform are as follows: The geological parameters of the surrounding rock of the tunnel are input into the 3D modeling platform to generate a geological structure model of the surrounding rock; Based on the tunnel construction design drawings, the outline and dimensions of the tunnel excavation face are obtained, and the outline and dimensions of the excavation face are coupled to the surrounding rock geological structure model. Extract the type, size and layout of the tunnel support structure to form the geometric data of the tunnel support structure. Then, integrate the geometric data of the tunnel support structure with the surrounding rock geological structure model to form a complete tunnel geological space model. The equivalent blasting load time history distribution is applied to the excavation face of the tunnel geological space model according to the corresponding time, and the simulated blasting vibration velocity time history waveform of each vibration monitoring point is extracted.
6. The load simulation analysis method for tunnel blasting construction according to claim 1, characterized in that, The method for assessing the accuracy of the load corresponding to the tunnel geological space model is as follows: Align the time history waveforms of simulated blasting vibration velocity at each vibration monitoring point with the time history waveforms of blasting vibration velocity on the time axis. The time history waveforms of the aligned simulated blasting vibration velocity are compared with those of the blasting vibration velocity time history waveform, and the time-domain waveform similarity coefficient is calculated. Extract the dominant frequencies from the simulated blasting vibration velocity time history waveform and the blasting vibration velocity time history waveform, and compare and calculate the frequency deviation value in the frequency domain. If the time-domain waveform similarity coefficient and frequency-domain frequency deviation value of all vibration monitoring points are within the corresponding preset error allowable range, then the accuracy of the load is deemed qualified. If the time-domain waveform similarity coefficient or frequency-domain frequency deviation value of any vibration monitoring point is outside the corresponding preset error allowable range, the accuracy of the load is deemed unqualified.
7. The load simulation analysis method for tunnel blasting construction according to claim 6, characterized in that, The method for adjusting the time history distribution of the equivalent blasting load is as follows: When the accuracy of the load is deemed unqualified, extract the simulated blasting vibration velocity time history waveform and the corresponding vibration velocity peak value of the blasting vibration velocity time history waveform at each vibration monitoring point, and compare them to determine the direction and magnitude of the vibration velocity peak value deviation. Based on the direction of the peak vibration velocity deviation, determine the direction of the equivalent blast load amplitude adjustment, and substitute the peak vibration velocity deviation amplitude into the vibration propagation inversion equation to determine the equivalent blast load amplitude adjustment amount. According to the adjustment amount and direction of the equivalent blast load amplitude, the equivalent blast load amplitude of each virtual load point in the equivalent blast load time history distribution is corrected while keeping the duration of action unchanged, and the corrected equivalent blast load time history distribution is generated. The corrected equivalent blasting load time history distribution is reapplied to the tunnel geological space model, and the accuracy is repeatedly evaluated until the accuracy is deemed acceptable.
8. The load simulation analysis method for tunnel blasting construction according to claim 1, characterized in that, The process for obtaining the simulated blasting vibration velocity time history waveforms in different blasting zones is as follows: The tunnel blasting construction area is divided into several blasting zones according to the excavation advance, and the corresponding excavation surface outline of each blasting zone is obtained. The qualified equivalent blasting load time history distribution is spatially mapped according to the corresponding excavation face contour of each blasting area to generate the equivalent blasting load time history distribution of each blasting area. The equivalent blasting load time history distribution of each blasting area is applied sequentially to the corresponding excavation face of the tunnel geological space model, and the simulated blasting vibration velocity time history waveform of each simulated monitoring point in each blasting area is extracted.
9. The load simulation analysis method for tunnel blasting construction according to claim 8, characterized in that, The method for assessing the stability of tunnel blasting is as follows: Based on the simulated blasting vibration velocity time history waveforms of each simulated monitoring point in each blasting area, the peak value of the simulated vibration velocity is extracted. If the peak simulated vibration velocity of all simulated monitoring points in a certain blasting area is lower than the safe vibration velocity threshold of the surrounding rock of the tunnel, then the tunnel blasting safety of the blasting area is deemed to be qualified. When the tunnel blasting safety of all blasting areas is qualified, the time history waveforms of the simulated blasting vibration velocity at each simulated monitoring point in each blasting area are compared at time points to obtain the degree of vibration velocity fluctuation at each simulated monitoring point at each time point. If the vibration velocity fluctuation at each simulated monitoring point at each time point is lower than the allowable vibration velocity fluctuation threshold, then the tunnel blasting stability is assessed as qualified; otherwise, the tunnel blasting stability is assessed as unqualified. If the peak value of the simulated vibration velocity at a certain monitoring point in a certain blasting area is higher than the safe vibration velocity threshold of the surrounding rock of the tunnel, then the assessment of the tunnel blasting stability is unqualified.
10. A load simulation and analysis system for tunnel blasting construction, characterized in that, include: The blasting scheme screening module collects the geological parameters of the surrounding rock in the tunnel blasting construction area, compares them with the geological parameters of the surrounding rock in the tunnel blasting history, and screens reference blasting schemes. The blasting load determination module performs blasting on the tunnel excavation face according to the reference blasting scheme, collects the blasting vibration velocity time history waveforms at each vibration monitoring point during the tunnel blasting process, and inverts to determine the equivalent blasting load time history distribution. The simulated vibration velocity acquisition module constructs a tunnel geological space model based on the geological parameters of the surrounding rock of the tunnel and the tunnel construction design drawings. It then applies the equivalent blasting load time history distribution to the corresponding excavation face of the tunnel geological space model to obtain the simulated vibration velocity time history waveform. The load accuracy analysis module compares the simulated blasting vibration velocity time history waveform with the blasting vibration velocity time history waveform to evaluate the accuracy of the load corresponding to the tunnel geological space model. If the accuracy is not up to standard, the equivalent blasting load time history distribution is adjusted. The blasting stability assessment module applies qualified equivalent blasting load time history distributions to the tunnel geological space model, obtains simulated blasting vibration velocity time history waveforms in different blasting areas, and assesses the tunnel blasting stability.