Large-section hard rock adaptive non-explosive excavation construction parameter collaborative optimization method

Abstract

The invention relates to the technical field of tunneling construction, in particular to a large-section hard rock adaptive non-explosive excavation construction parameter collaborative optimization method. According to the method, firstly, the uniaxial compressive strength and the rock mass integrity coefficient of front hard rock are obtained according to a geological survey report, and the initial thrust and torque parameters of the rock drill are determined accordingly; in the tunneling process, a drill bit driving current value and a vibration frequency signal are collected in real time, the instantaneous crushing difficulty degree of a rock stratum is cooperatively judged by analyzing the relation between the current value and a preset threshold value and the relation between the vibration signal and preset frequency spectrum characteristics, and then a thrust adjustment coefficient and a torque adjustment coefficient are dynamically generated; and the initial thrust and torque parameters are optimized and adjusted, and the rock drill is controlled to work according to the optimized parameters. The real-time adaptive matching of the tunneling parameters to the hard rock stratum change is realized, the tunneling efficiency is effectively improved, the cutter wear is reduced, and the machine jamming risk is reduced.

Description

Technical Field

[0001] This application relates to the field of tunnel excavation construction technology, and in particular to a collaborative optimization method for non-explosive excavation construction parameters adapted to large-section hard rock. Background Technology

[0002] In non-blasting excavation of tunnels, large-section hard rock strata, due to their high rock mass strength and significant differences in joint development, place extremely high demands on the control of rock drill parameters. Traditional construction methods mainly rely on the results of preliminary geological surveys to set parameters such as the thrust and torque of the rock drill. However, due to the significant heterogeneity of the rock strata in spatial distribution, the actual lithology often deviates from the survey predictions during excavation, resulting in a mismatch between the preset parameters and the actual rock strata conditions.

[0003] In existing technologies, the operation of rock drills used for non-blasting tunnel excavation largely relies on manual experience for adjustment, lacking the ability to perceive and respond to changes in rock strata in real time. This often results in problems such as insufficient thrust leading to a sharp drop in tunneling efficiency, or excessive torque causing abnormal tool wear and drill bit jamming. Some studies have attempted to adjust parameters by monitoring single signals such as drill bit current or vibration signals. However, the breaking mechanism of hard rock is complex, and a single signal cannot fully reflect the interaction state between the rock drill and the machine. The judgment accuracy is limited, and the adjustment lag is obvious. It is impossible to achieve coordinated dynamic optimization of thrust and torque, which restricts the safety and economy of constructing long tunnels in hard rock sections. Summary of the Invention

[0004] In order to overcome the above-mentioned defects of the prior art, the embodiments of this application provide a collaborative optimization method for non-explosive excavation construction parameters adapted to large-section hard rock to solve the problems mentioned in the background art.

[0005] To achieve the above objectives, this application provides a collaborative optimization method for non-blasting excavation construction parameters adapted to large-section hard rock, comprising: Based on the engineering geological survey report, the uniaxial compressive strength and rock mass integrity coefficient of hard rock within a predetermined mileage range in front of the tunnel face were obtained; Based on the uniaxial compressive strength of the rock and the rock mass integrity coefficient, the initial thrust parameters and initial torque parameters of the rock drill are determined. The rock drill is controlled to perform tunneling operations using the initial thrust parameters and the initial torque parameters, and the drill bit drive current value and vibration frequency signal are collected in real time when the rock drill is working. Based on the relationship between the drill bit drive current value and the preset current threshold range, and the relationship between the vibration frequency signal and the preset vibration spectrum characteristics, the instantaneous fracturing difficulty of the rock strata is judged collaboratively, and the thrust adjustment coefficient and torque adjustment coefficient are dynamically generated according to the judgment result. The initial thrust parameter is multiplied by the thrust adjustment coefficient to obtain the optimized thrust value; the initial torque parameter is multiplied by the torque adjustment coefficient to obtain the optimized torque value; the rock drill is controlled to perform tunneling operations using the optimized thrust value and the optimized torque value.

[0006] Optionally, the step of obtaining the uniaxial compressive strength and rock mass integrity coefficient of hard rock within a predetermined mileage range ahead of the tunnel face based on the engineering geological survey report includes: Analyze and extract lithological distribution information within the predetermined mileage range from the engineering geological survey report; Based on the lithological distribution information, a section dominated by hard rock was identified; Obtain the uniaxial compressive strength and rock mass integrity coefficient of the section dominated by hard rock.

[0007] Optionally, determining the initial thrust and initial torque parameters of the rock drill based on the uniaxial compressive strength of the rock and the rock mass integrity coefficient includes: The uniaxial compressive strength of the rock is compared with a preset reference strength benchmark value to obtain the strength ratio. By combining the rock mass integrity coefficient with the strength ratio and calculating using a proportionality coefficient related to the rock drill model and drill bit diameter, the initial thrust parameter and the initial torque parameter are derived.

[0008] Optionally, the initial thrust parameters The calculation formula is as follows: ; in, The uniaxial compressive strength of the rock. To preset the reference strength benchmark value, The rock mass integrity coefficient. The diameter of the rock drill bit. This is the thrust proportionality coefficient. Pi is the mathematical constant of a circle.

[0009] Optionally, the initial torque parameter The calculation formula is as follows: ; in, The uniaxial compressive strength of the rock. To preset the reference strength benchmark value, The rock mass integrity coefficient. The diameter of the rock drill bit. This is the torque proportionality coefficient. Pi is the mathematical constant of a circle.

[0010] Optionally, the step of controlling the rock drill to perform tunneling operations using the initial thrust parameters and the initial torque parameters, and real-time acquisition of the drill bit drive current value and vibration frequency signal during rock drill operation, includes: The initial thrust parameter and the initial torque parameter are set as the current operating parameters of the rock drill; When the tunneling operation is started, the drill bit drive current value is continuously collected at a first predetermined sampling frequency by a current sensor installed on the drill bit drive motor. The vibration frequency signal is synchronously acquired at a second predetermined sampling frequency by a vibration acceleration sensor installed on the main beam of the rock drill.

[0011] Optionally, the step of collaboratively determining the instantaneous fracturing difficulty of the rock strata based on the relationship between the drill bit drive current value and a preset current threshold range, and the relationship between the vibration frequency signal and preset vibration spectrum characteristics, includes: If the drill bit drive current value continues to be higher than the preset current upper limit threshold, and the main frequency band of the vibration frequency signal shifts to the high frequency band and exceeds the preset characteristic spectrum range, then it is determined that the difficulty of breaking the current rock strata has increased. If the drill bit drive current value remains below the preset lower current threshold, and the amplitude of the main frequency band of the vibration frequency signal decreases significantly and is accompanied by wideband random vibration characteristics, then it is determined that the difficulty of breaking the current rock strata has decreased.

[0012] Optionally, the step of dynamically generating the thrust adjustment coefficient and torque adjustment coefficient based on the judgment result includes: When the difficulty of rock strata fracturing increases, a thrust adjustment coefficient greater than 1 is generated, and a torque adjustment coefficient greater than 1 is generated simultaneously. When the difficulty of rock strata fracturing decreases, a thrust adjustment coefficient less than 1 is generated, and a torque adjustment coefficient less than 1 is generated simultaneously.

[0013] Optionally, the preset vibration spectrum characteristics are obtained by analyzing the historical vibration signal spectrum collected by the rock drill when it is excavating in standard hard rock formations.

[0014] Optionally, the method further includes a feedback verification step for the optimized parameters: after tunneling with the optimized thrust value and the optimized torque value, the drill bit drive current value and vibration frequency signal are continuously collected. If the values ​​return to the preset stable working range, the current parameters are maintained; if they do not return, a new round of parameter co-optimization process is triggered.

[0015] This application utilizes a collaborative analysis of dual-source information—drill bit drive current and vibration frequency—to accurately determine the instantaneous fracturing difficulty of rock strata in real time. This allows for the dynamic generation of thrust and torque adjustment coefficients, enabling online adaptive optimization of rock drill operating parameters. On one hand, this method significantly improves the response speed and accuracy of judgment to changes in hard rock strata, avoiding fluctuations in tunneling efficiency caused by parameter mismatch and ensuring continuous and efficient tunneling. On the other hand, the coordinated adjustment of thrust and torque effectively reduces abnormal tool wear and the risk of jamming, extends the service life of key components, and enhances the safety and stability of the construction process. Furthermore, this method introduces a feedback verification mechanism for optimized parameters, ensuring the reliability of the adjusted parameters and forming a complete closed-loop control. This further enhances the system's robustness and engineering applicability, providing a systematic solution to the parameter optimization challenges in non-explosive excavation of large-section hard rock strata. Attached Figure Description

[0016] Figure 1 A flowchart illustrating a collaborative optimization method for construction parameters of large-section hard rock adaptable non-blasting excavation provided in an embodiment of this application; The realization of the purpose, functional features and advantages of this application will be further explained in conjunction with the embodiments and with reference to the accompanying drawings. Detailed Implementation

[0017] It should be understood that the specific embodiments described herein are merely illustrative of this application and are not intended to limit this application.

[0018] This application provides a method for collaborative optimization of construction parameters for non-explosive excavation adapted to large-section hard rock. The executing entity of this method includes, but is not limited to, at least one of the following electronic devices that can be configured to execute the method provided in this application: a server, a terminal, etc. In other words, the method for collaborative optimization of construction parameters for non-explosive excavation adapted to large-section hard rock can be executed by software or hardware installed on a terminal device or a server device. The server includes, but is not limited to, a single server, a server cluster, a cloud server, or a cloud server cluster. The server can be an independent server or a cloud server that provides basic cloud computing services such as cloud services, cloud databases, cloud computing, cloud functions, cloud storage, network services, cloud communication, middleware services, domain name services, security services, content delivery networks (CDN), and big data and artificial intelligence platforms.

[0019] Reference Figure 1The diagram shown is a flowchart illustrating a method for collaborative optimization of construction parameters for large-section hard rock adaptable non-blasting excavation, according to an embodiment of this application. In this embodiment, the method for collaborative optimization of construction parameters for large-section hard rock adaptable non-blasting excavation includes: S1. Based on the engineering geological survey report, obtain the uniaxial compressive strength and rock mass integrity coefficient of hard rock within a predetermined mileage range in front of the tunnel face.

[0020] In this embodiment, the engineering geological survey report is a professional document generated before construction through drilling, sampling, geophysical testing, and other means. This document records geological information related to construction, such as the lithology, mechanical properties, and structural characteristics of the strata along the tunnel. The tunnel face is the working face under construction during tunnel excavation, which is the end face where the rock drill bit directly contacts the rock strata for breaking operations. Changes in the lithology of the strata ahead of the tunnel face directly affect the working state of the rock drill. The predetermined mileage range is the length of the strata ahead of the tunnel face that needs to be predicted in advance, determined based on the accuracy of the engineering geological survey and the response speed of the rock drill parameter adjustment. The setting of this range needs to take into account both the accuracy of the geological information and the timeliness of the construction parameter adjustment. Usually, 50 meters ahead of the tunnel face is selected as the predetermined mileage range.

[0021] In this embodiment, hard rock is a rock type that meets the requirement of a uniaxial compressive strength greater than or equal to 100 MPa. Common hard rocks include granite and quartzite. These rocks are hard and difficult to break, requiring high thrust and torque parameters from rock drills. The uniaxial compressive strength of rock refers to the maximum compressive stress that a rock sample can withstand when it reaches failure under uniaxial pressure. This parameter is a core indicator for measuring rock hardness, and its unit is MPa. It directly determines the minimum thrust and torque that the rock drill needs to apply. The rock mass integrity coefficient is a parameter calculated by the ratio of the longitudinal wave velocity of the rock mass to the square of the longitudinal wave velocity of the rock block. This parameter has no unit and its value ranges from 0 to 1. It is used to reflect the degree of rock mass fragmentation. The larger the rock mass integrity coefficient, the more intact the rock mass and the higher the difficulty of breaking it.

[0022] In some embodiments, obtaining the uniaxial compressive strength and rock mass integrity coefficient of hard rock within a predetermined mileage range ahead of the tunnel face based on the engineering geological survey report includes: Analyze and extract lithological distribution information within the predetermined mileage range from the engineering geological survey report; Based on the lithological distribution information, a section dominated by hard rock was identified; Obtain the uniaxial compressive strength and rock mass integrity coefficient of the section dominated by hard rock.

[0023] In this embodiment of the application, the lithological distribution information is the information recorded in the engineering geological survey report, such as the rock type, thickness, and distribution continuity at different locations within a predetermined mileage range. By analyzing this information, the distribution range of hard rock within the predetermined mileage range can be clearly identified.

[0024] In this embodiment of the application, the section dominated by hard rock refers to a stratigraphic section within a predetermined mileage where the distribution length of hard rock accounts for more than 70% of the total length of the section. The lithological characteristics of this section play a dominant role in the selection of rock drill construction parameters.

[0025] In this embodiment of the application, the operation of analyzing and extracting lithological distribution information within a predetermined mileage range from the engineering geological survey report is first performed.

[0026] Specifically, the first step is to obtain a complete engineering geological survey report corresponding to the construction project. This report must include lithological records of the strata at 1-meter intervals within 50 meters (the predetermined mileage range) in front of the tunnel face, including information such as rock name, color, structure, and thickness. Then, using lithological data extraction software (such as MapGIS geological data processing software), the electronic document of the engineering geological survey report is imported. Through the software's "lithological information identification module," lithological keywords (such as hard rock keywords like "granite" and "quartzite," and soft rock keywords like "shale" and "mudstone") are set. The software will automatically filter and extract the lithological type corresponding to each 1-meter location within the predetermined mileage range, forming a lithological distribution data table. This data table must clearly indicate the mileage number and corresponding lithological type for each location. For example, mileage K1+000 to K1+001 is granite, mileage K1+001 to K1+002 is shale, etc., thus completing the analysis and extraction of lithological distribution information.

[0027] In this embodiment of the application, the section dominated by hard rock is then determined based on the extracted lithological distribution information.

[0028] Specifically, based on the aforementioned lithological distribution data table, the distribution length of hard rock in each continuous 5-meter segment within the predetermined mileage range (K1+000 to K1+0050) is statistically analyzed. For example, in the segment from mileage K1+005 to K1+0010, K1+005 to K1+009 is granite (hard rock), with a length of 4 meters, and K1+009 to K1+0010 is shale (soft rock), with a length of 1 meter. The distribution length of hard rock accounts for 80% of the total length (5 meters) of this segment, exceeding the set threshold of 70%. Then, in the segment from mileage K1+0010 to K1+0015, K1+0010 to K1+0012 is mudstone (soft rock), with a length of 2 meters, and K1+0012 to K1+0015 is quartzite (hard rock), with a length of 3 meters. The distribution length of hard rock accounts for 60%, which is below the set threshold of 70%. By using this segment-by-segment statistical method, sections with a hard rock distribution ratio of more than 70% were selected, such as the K1+005 to K1+0010 section and the K1+0015 to K1+0020 section. These sections were identified as sections dominated by hard rock, and the starting and ending mileage of each section was recorded, for example, K1+005 to K1+0010 (5 meters in length) and K1+0015 to K1+0020 (5 meters in length).

[0029] In the embodiments of this application, the uniaxial compressive strength of the rock and the rock mass integrity coefficient of the section dominated by hard rock are finally obtained.

[0030] Specifically, for each identified section dominated by hard rock (e.g., K1+005 to K1+0010), the corresponding core test data for that section is retrieved from the engineering geological survey report. During the engineering geological survey phase, core samples were obtained from the corresponding ground borehole locations (e.g., borehole number ZK3) for that section, and uniaxial compressive strength tests and P-wave velocity tests were performed on the core samples.

[0031] The uniaxial compressive strength test uses an electro-hydraulic servo pressure testing machine (such as the YAW-3000 pressure testing machine). The rock core sample is processed into a standard specimen with a diameter of 50 mm and a height of 100 mm. The specimen is placed on the pressure plate of the pressure testing machine, and axial pressure is applied at a loading rate of 0.5 MPa / s until the specimen fails. The maximum pressure value at the time of specimen failure is recorded. The uniaxial compressive strength of the rock in this section is calculated according to the formula "rock uniaxial compressive strength = maximum pressure value / specimen cross-sectional area". For example, if the maximum pressure value is 392.5 kN and the specimen cross-sectional area is 1962.5 square millimeters, the calculated uniaxial compressive strength of the rock is 200 MPa.

[0032] The rock mass integrity coefficient is obtained by using a longitudinal wave velocity tester (such as the RS-ST01C acoustic wave detector) to test the longitudinal wave velocity of the rock mass and the longitudinal wave velocity of the rock block in that section. For example, if the longitudinal wave velocity of the rock mass is measured to be 4000 m / s and the longitudinal wave velocity of the rock block is 5000 m / s, the rock mass integrity coefficient is calculated to be 0.64 according to the formula "rock mass integrity coefficient = (rock mass longitudinal wave velocity / rock block longitudinal wave velocity) squared".

[0033] Following the above method, the uniaxial compressive strength of rock and the rock mass integrity coefficient of each section dominated by hard rock were obtained. For example, the uniaxial compressive strength of rock in the section from K1+005 to K1+0010 was 200 MPa and the rock mass integrity coefficient was 0.64, while the uniaxial compressive strength of rock in the section from K1+0015 to K1+0020 was 180 MPa and the rock mass integrity coefficient was 0.68.

[0034] In this embodiment, step S1 accurately acquires key mechanical parameters (uniaxial compressive strength of rock and rock mass integrity coefficient) of the section ahead of the tunnel face, which is mainly composed of hard rock. This avoids the blind parameter setting caused by relying solely on experience to judge lithology in traditional construction. In traditional construction, due to the inability to accurately grasp the specific mechanical properties of the hard rock ahead, the rock drill thrust and torque parameters are often set too low, resulting in difficulties in rock breaking and low tunneling efficiency, or the parameters are set too high, causing excessive tool wear and increased equipment energy consumption. This step, through scientific lithology analysis and parameter acquisition, provides accurate geological basis for subsequently determining the initial thrust and torque parameters of the rock drill. This allows the initial parameters to be initially adapted to the characteristics of hard rock, reducing problems such as low tunneling efficiency and rapid tool wear caused by parameter mismatch with lithology. This lays the foundation for solving the core technical problem of rock drill parameters not being able to adapt to changes in rock strata in real time in large-section hard rock formations.

[0035] S2. Determine the initial thrust parameters and initial torque parameters of the rock drill based on the uniaxial compressive strength of the rock and the rock mass integrity coefficient.

[0036] In some embodiments, determining the initial thrust parameters and initial torque parameters of the rock drill based on the uniaxial compressive strength of the rock and the rock mass integrity coefficient includes: The uniaxial compressive strength of the rock is compared with a preset reference strength benchmark value to obtain the strength ratio. By combining the rock mass integrity coefficient with the strength ratio and calculating using a proportionality coefficient related to the rock drill model and drill bit diameter, the initial thrust parameter and the initial torque parameter are derived.

[0037] In this embodiment of the application, the preset reference strength benchmark value is a benchmark strength value set in the industry for the construction of large-section hard rock tunnels, used to measure the relative level of actual rock hardness. This value is based on a large amount of engineering practice data and is measured in megapascals. It is used to compare with the actual measured uniaxial compressive strength of the rock to reflect the difference in rock hardness.

[0038] In this embodiment, the strength ratio is the ratio of the actual measured uniaxial compressive strength of the rock to the preset reference strength benchmark value. This ratio has no unit. The hardness relationship between the actual rock layer and the benchmark rock layer can be quantified through this ratio, providing a proportional basis for subsequent parameter calculations.

[0039] In this embodiment, the rock drill model is a specific number that identifies the specifications and performance parameters of the rock drill. Different models of rock drills differ in terms of drive power, drill bit load-bearing capacity, etc., which directly affects the value of the proportional coefficient related to parameter calculation. The drill bit diameter is the nominal diameter of the rock drill bit, in meters. This parameter determines the contact area between the drill bit and the rock strata and is a key structural parameter that needs to be considered when calculating the thrust and torque of the rock drill. The drill bit diameter corresponding to large-section tunnels is usually not less than 8 meters.

[0040] In some embodiments, the initial thrust parameters : ; in, The uniaxial compressive strength of the rock. To preset the reference strength benchmark value, The rock mass integrity coefficient. The diameter of the rock drill bit. This is the thrust proportionality coefficient. Pi is the mathematical constant of a circle.

[0041] In this embodiment, the thrust ratio coefficient is a conversion factor matched with the rock drill model, used to convert geological parameters (uniaxial compressive strength of rock, rock mass integrity coefficient) into thrust parameters, with the unit being meganewtons per square meter (MPa·m²). This coefficient is determined by the rock drill manufacturer through testing based on parameters such as the drill bit structure and tool configuration. The torque ratio coefficient is a conversion factor matched with the rock drill model, used to convert geological parameters into torque parameters, with the unit being meganewtons per meter (MPa·m³). This coefficient is also determined by the manufacturer through testing based on the performance of the equipment drive system and the rotation characteristics of the drill bit.

[0042] In this embodiment, the initial thrust parameter is the initial thrust setting value calculated based on geological parameters when the rock drill starts tunneling operations. The unit is meganewtons. This parameter is the basic thrust value to ensure that the drill bit can effectively cut into hard rock.

[0043] In some embodiments, the initial torque parameter The calculation formula is as follows: ; in, The uniaxial compressive strength of the rock. To preset the reference strength benchmark value, The rock mass integrity coefficient. The diameter of the rock drill bit. This is the torque proportionality coefficient. Pi is the mathematical constant of a circle.

[0044] In this embodiment, the initial torque parameter is the initial torque setting value calculated based on geological parameters when the rock drill starts tunneling operations. The unit is meganewton-meter. This parameter is the basic torque value that ensures the drill bit can effectively break hard rock.

[0045] In this embodiment of the application, pi is a mathematical constant used to calculate parameters related to a circle, with a value of 3.1416. In this step, it is used to calculate the relevant area or volume parameters of the drill bit in combination with the drill bit diameter, so as to match the calculation logic of thrust and torque.

[0046] In this embodiment of the application, the operation of comparing the uniaxial compressive strength of the rock with a preset reference strength benchmark value is first performed to obtain the strength ratio.

[0047] Specifically, based on the uniaxial compressive strength of the rock in the section dominated by hard rock obtained in step S1 (e.g., the uniaxial compressive strength of the rock in the section from K1+005 to K1+0010 is 200 MPa), the preset reference strength benchmark value applicable to this application is determined. This value is set at 100 MPa, referring to the benchmark requirements for hard rock tunnel construction in the "Technical Specification for Tunnel Engineering Construction" and combined with practical data from similar projects in the industry (such as a railway tunnel with a diameter of 10 meters). Subsequently, the calculation is performed according to the calculation logic of "strength ratio = uniaxial compressive strength of rock / preset reference strength benchmark value". Substituting the 200 MPa uniaxial compressive strength of rock and the 100 MPa preset reference strength benchmark value, the strength ratio value is 2.0. This ratio indicates that the rock hardness of the current section is twice the benchmark hardness, providing a hardness ratio basis for subsequent calculation of the initial thrust and torque in combination with other parameters.

[0048] In this embodiment of the application, the operation of combining the rock mass integrity coefficient with the strength ratio and calculating the initial thrust parameters by means of a proportionality coefficient related to the rock drill model and the drill bit diameter is then performed.

[0049] Specifically, the first step is to determine the model and corresponding parameters of the rock drill used in this step. A specific model of rock drill suitable for large-section hard rock tunnels (such as the EBZ318H hard rock drill) is selected. According to the equipment manual for this model, the drill bit diameter is determined to be 10 meters, and the thrust ratio coefficient is 0.18 MNT / m². Simultaneously, the rock mass integrity coefficient for the corresponding section obtained in step S1 is selected (e.g., the rock mass integrity coefficient for the section from K1+005 to K1+0010 is 0.64). The initial thrust parameters are calculated using a specific formula. The logic of this formula is as follows: first, the strength ratio reflects the hardness of the actual rock relative to the benchmark; then, the rock mass integrity coefficient reflects the difficulty of rock breaking; subsequently, the drill bit contact area is calculated using the drill bit diameter; finally, the geological and structural parameters are converted into thrust values ​​by multiplying by the thrust ratio coefficient. Substituting the parameters into the formula, with pi taken as 3.1416, strength ratio as 2.0, rock mass integrity coefficient as 0.64, drill bit diameter as 10 meters, and thrust ratio coefficient as 0.18 MN / m², the calculation process is as follows: First, calculate the square of the drill bit diameter, i.e., 10 meters × 10 meters = 100 square meters; then calculate pi × strength ratio × rock mass integrity coefficient × drill bit diameter square, i.e., 3.1416 × 2.0 × 0.64 × 100 square meters ≈ 402.12 square meters; finally, multiply by the thrust ratio coefficient, i.e., 402.12 square meters × 0.18 MN / m² ≈ 72.38 MN, thus obtaining the initial thrust parameter for this section as 72.38 MN.

[0050] In this embodiment, the final step is to combine the rock mass integrity coefficient with the strength ratio and calculate the initial torque parameters using a proportionality coefficient related to the rock drill model and drill bit diameter.

[0051] Specifically, using the same rock drill model, drill bit diameter, strength ratio, and rock mass integrity coefficient as those used in calculating the initial thrust parameters, the torque proportionality coefficient of 0.05 MN·m / (MPa·m³) was obtained from the rock drill model's manual. The calculation of the initial torque parameters also followed a specific formula. The logic of this formula is as follows: based on the thrust calculation, the relationship between torque and lever arm, reflected by the drill bit diameter, is further considered. Substituting each parameter into the formula, with pi taken as 3.1416, a strength ratio of 2.0, a rock mass integrity coefficient of 0.64, a drill bit diameter of 10 meters, and a torque proportionality coefficient of 0.05 MN·m / (MPa·m³), the calculation process is as follows: first calculate the cube of the drill bit diameter, i.e., 10 meters × 10... 10 meters = 1000 cubic meters; then calculate pi × strength ratio × rock mass integrity coefficient × drill bit diameter cubed, i.e., 3.1416 × 2.0 × 0.64 × 1000 cubic meters ≈ 4021.24 cubic meters; finally, multiply by the torque ratio coefficient, i.e., 4021.24 cubic meters × 0.05 MN·m / (MPa·cubic meter) ≈ 201.06 MN·m, thus obtaining the initial torque parameter for this section as 201.06 MN·m. Through the above steps, the initial thrust and initial torque parameters based on the uniaxial compressive strength of the rock and the rock mass integrity coefficient are determined.

[0052] In this embodiment, step S2 scientifically calculates the initial thrust and torque parameters suitable for the current hard rock section based on actual geological parameters (uniaxial compressive strength of rock, rock mass integrity coefficient) and the rock drill's own parameters (drill bit diameter, proportional coefficient), avoiding the drawbacks of setting initial parameters solely based on experience in traditional construction. In traditional construction, initial parameters are often roughly estimated based on similar projects. If the parameters are set too low, the drill bit will be unable to effectively cut into or break hard rock, resulting in low tunneling efficiency; if the parameters are set too high, the cutting tool will bear excessive load, accelerating abnormal tool wear and even increasing the risk of jamming. This step, through quantitative formula calculation, ensures that the initial parameters accurately match the hardness and integrity characteristics of the current rock strata, ensuring that the rock drill can work with reasonable thrust and torque at the start of operation, reducing problems such as low tunneling efficiency, rapid tool wear, and high risk of jamming caused by improper initial parameters.

[0053] S3. Control the rock drill to perform tunneling operations using the initial thrust parameters and the initial torque parameters, and collect the drill bit drive current value and vibration frequency signal in real time when the rock drill is working.

[0054] In some embodiments, controlling the rock drill to perform tunneling operations using the initial thrust parameters and the initial torque parameters, and real-time acquisition of the drill bit drive current value and vibration frequency signal during rock drill operation, includes: The initial thrust parameter and the initial torque parameter are set as the current operating parameters of the rock drill; When the tunneling operation is started, the drill bit drive current value is continuously collected at a first predetermined sampling frequency by a current sensor installed on the drill bit drive motor. The vibration frequency signal is synchronously acquired at a second predetermined sampling frequency by a vibration acceleration sensor installed on the main beam of the rock drill.

[0055] In this embodiment, the current operating parameters are the actual operating parameters executed by the rock drill during a specific construction stage. In this step, they specifically refer to the initial thrust parameters and initial torque parameters derived from step S2. These parameters are directly transmitted to the rock drill's control system to drive the equipment. The drill bit drive motor is the core drive component that provides rotational power to the rock drill bit. Its operating current is directly related to the load (rock breaking resistance) on the drill bit and is an important indirect indicator reflecting the difficulty of rock breaking. The current sensor is an electronic component used to detect the operating current of the drill bit drive motor in real time. This component can convert the current signal into an acquireable electrical signal. The installation position needs to be close to the motor terminal to ensure detection accuracy.

[0056] In this embodiment of the application, the first predetermined sampling frequency is the frequency at which the current sensor collects the drill bit drive current value. This frequency needs to be determined according to the rate of change of the current signal, so as to accurately capture the trend of current change while avoiding data redundancy.

[0057] In this embodiment, the rock drill main beam is the core structural component that supports the drill bit and transmits thrust. The vibration generated when the rock strata are broken will be directly transmitted to the main beam. Therefore, the main beam is an ideal location to install vibration detection elements. The vibration acceleration sensor is an element used to detect the vibration state of the rock drill main beam in real time. This element can convert the vibration acceleration signal into a frequency domain signal (vibration frequency signal) to reflect the vibration characteristics during the rock breaking process.

[0058] In this embodiment, the second predetermined sampling frequency is the frequency at which the vibration acceleration sensor collects vibration signals. This frequency must be higher than the highest possible frequency of the vibration signal to satisfy the signal sampling theorem and avoid distortion of vibration frequency characteristics.

[0059] In this embodiment, the drill bit drive current value is the real-time operating current of the drill bit drive motor detected by the current sensor, and the unit is ampere (A). The change of this value can directly reflect the change of drill bit load, and thus indirectly reflect the change of rock hardness. The vibration frequency signal is the frequency domain signal obtained by Fourier transforming the vibration signal collected by the vibration acceleration sensor. This signal contains the frequency distribution and amplitude information of the vibration, and can directly reflect the difficulty of rock mass fracturing (e.g., high frequency offset usually means that the rock layer is more difficult to fracture).

[0060] In this embodiment, the operation of setting the initial thrust parameters and initial torque parameters as the current working parameters of the rock drill is first performed.

[0061] Specifically, based on the initial thrust parameters (72.38 MN) and initial torque parameters (201.06 MN·m) derived in step S2 for the section from K1+005 to K1+0010, the parameters are input through the central control system (such as a PLC control system) of the rock drill. The specific operation procedure is as follows: the operator enters the "Parameter Setting" module on the human-machine interface (HMI) of the control system, selects the "Initial Working Parameters" option, and enters 72.38 MN in the "Thrust Setting" field and 201.06 MN·m in the "Torque Setting" field. After clicking the "Confirm and Send" button, the control system will convert these parameters into electrical signals and transmit them to the thrust actuator (hydraulic system) and torque actuator (motor drive system) of the rock drill. At this time, the hydraulic system will adjust the oil supply pressure to ensure that the thrust reaches 72.38 MN, and the motor drive system will adjust the output power to ensure that the torque reaches 201.06 MN·m, thus completing the setting of the current working parameters and preparing for the start of tunneling operations.

[0062] In this embodiment of the application, the next step is to start the tunneling operation and collect the drill bit drive current value at a first predetermined sampling frequency using a current sensor.

[0063] Specifically, a current sensor (such as the ACS758-200B type current sensor, with an accuracy of 0.1%FS and a range of 0-2000A) is first installed at the terminal of the drill bit drive motor. This sensor is fixed to a bracket near the motor junction box with bolts, and its signal output is connected to the data acquisition module of the central control system via a shielded cable. Based on the changing characteristics of the drill bit drive current (the current change cycle is about 1-2 seconds when drilling in hard rock), the first predetermined sampling frequency is set to 10 Hz (i.e., 10 current data points are collected per second). This frequency can capture small fluctuations in the current (such as current fluctuations of ±50A caused by local changes in the hardness of the rock strata) without generating too much redundant data. After the operator clicks the "Start Tunneling" button on the central control system, the drill bit drive motor starts, and the drill bit begins to rotate and advance at a set speed (e.g., 5 rpm). The current sensor starts working simultaneously, continuously collecting the drill bit drive current value at a frequency of 10 Hz. The collected current data (e.g., 1000A at the initial moment) is transmitted to the data acquisition module in real time. The module filters the data (removing high-frequency noise caused by power grid interference), stores it in the database, and displays it in real time on the HMI interface for easy monitoring by the operator.

[0064] In this embodiment of the application, the final step is to synchronously acquire vibration frequency signals using a vibration acceleration sensor at a second predetermined sampling frequency.

[0065] Specifically, a vibration acceleration sensor (such as a PCB352C22 sensor with a frequency response of 0-2000 Hz and a range of 0-500 m / s²) is first installed on the main beam of the rock drill near the drill bit (approximately 1 meter from the drill bit flange, where vibration transmission is not significantly attenuated). The sensor is attached to the flat surface of the main beam via a magnetic base (ensuring a rigid connection with the main beam to avoid vibration transmission loss). Its signal output is connected to the vibration signal processing module of the central control system via a dedicated signal cable. Based on the vibration frequency range during hard rock breaking (typically 50-500 Hz) and combining the sampling theorem (the sampling frequency must be greater than twice the highest frequency of the signal), a second predetermined sampling frequency is set to 1000 Hz (i.e., collecting 1000 vibration acceleration data points per second). This frequency can completely retain all vibration frequency characteristics within 500 Hz. Simultaneously with the start of tunneling operations, the vibration acceleration sensor is activated to continuously acquire the time-domain signal of the main beam's vibration acceleration at a frequency of 1000 Hz (e.g., the initial vibration acceleration is 0.5 m / s²). After the time-domain signal is transmitted to the vibration signal processing module, the module converts the time-domain signal into a frequency-domain signal (i.e., the vibration frequency signal) using the Fast Fourier Transform (FFT) algorithm. The initial vibration frequency band is 150-200 Hz with an amplitude of 0.8 m / s². The processed vibration frequency signal is also stored in the database and timestamped with the drill bit drive current value acquired at the same time (ensuring that the current data and vibration data at the same moment correspond one-to-one), providing synchronous dual-source signal data for the collaborative judgment in the subsequent step S4.

[0066] In this embodiment, step S3 enables the initiation of tunneling operations based on initial parameters and the real-time acquisition of dual-source signals (drill bit drive current value and vibration frequency signal), effectively solving the problem of "inability to perceive rock strata changes in real time" in traditional construction. In traditional construction, after the rock drill is started, the operator's experience is relied upon to judge the rock strata state (e.g., subjective feelings based on drill bit sound and equipment vibration). This judgment is delayed and inaccurate, often leading to untimely parameter adjustments, resulting in low tunneling efficiency and rapid tool wear. This step, however, through precise sensor acquisition and synchronous data processing, can capture signals reflecting the difficulty of rock strata fracturing in real time and objectively: changes in the drill bit drive current value directly reflect load changes (e.g., increased current means increased load and harder rock strata), and the main frequency shift and amplitude changes of the vibration frequency signal directly reflect the rock fracturing characteristics (e.g., high-frequency shift means increased fracturing resistance). These real-time signals provide objective data support for the subsequent step S4, "judging the instantaneous difficulty of rock strata fracturing," avoiding errors from subjective experience-based judgments.

[0067] S4. Based on the relationship between the drill bit drive current value and the preset current threshold range, and the relationship between the vibration frequency signal and the preset vibration spectrum characteristics, the instantaneous fracturing difficulty of the rock strata is determined collaboratively, and the thrust adjustment coefficient and torque adjustment coefficient are dynamically generated according to the determination result.

[0068] In this embodiment, the preset current threshold range is a current range set based on the rated operating current of the rock drill and experience in hard rock excavation to ensure the safe and efficient operation of the equipment. This range includes a preset upper current threshold and a preset lower current threshold, in amperes (A), and is used to determine whether the drill bit load exceeds a reasonable range.

[0069] In some embodiments, the step of collaboratively determining the instantaneous fracturing difficulty of rock strata based on the relationship between the drill bit drive current value and a preset current threshold range, and the relationship between the vibration frequency signal and preset vibration spectrum characteristics, includes: If the drill bit drive current value continues to be higher than the preset current upper limit threshold, and the main frequency band of the vibration frequency signal shifts to the high frequency band and exceeds the preset characteristic spectrum range, then it is determined that the difficulty of breaking the current rock strata has increased. If the drill bit drive current value remains below the preset lower current threshold, and the amplitude of the main frequency band of the vibration frequency signal decreases significantly and is accompanied by wideband random vibration characteristics, then it is determined that the difficulty of breaking the current rock strata has decreased.

[0070] In this embodiment of the application, the preset current upper limit threshold is the upper limit of the preset current threshold range, which is set to 1.2 times the rated current of the rock drill bit drive motor, and is used to determine whether the drill bit load is too large (i.e. whether the rock layer is more difficult to break); the preset current lower limit threshold is the lower limit of the preset current threshold range, which is set to 0.8 times the rated current of the rock drill bit drive motor, and is used to determine whether the drill bit load is too small (i.e. whether the rock layer is easier to break).

[0071] In some embodiments, the preset vibration spectrum characteristics are obtained by analyzing historical vibration signal spectrum diagrams collected when the rock drill is excavating in standard hard rock formations.

[0072] In this embodiment of the application, the historical vibration signal spectrum is a frequency domain image formed by the rock drill through vibration acceleration sensor and Fourier transform processing during the construction of standard hard rock formations. The image records the distribution characteristics of vibration frequency under standard working conditions and is the basis for setting preset vibration spectrum characteristics.

[0073] In this embodiment of the application, the preset vibration spectrum feature is a feature range obtained by analyzing the historical vibration signal spectrum map collected by the rock drill when it is excavating in a standard hard rock stratum (rock uniaxial compressive strength of 100 MPa and rock mass integrity coefficient of 0.7). It includes the main frequency band range and the main frequency amplitude range, and is used as a benchmark to determine whether the current vibration signal is abnormal.

[0074] In this embodiment, the high-frequency band is a frequency range relative to the main frequency band range in the preset vibration spectrum characteristics. It is usually more than 50 Hz higher than the upper limit of the preset main frequency band. The appearance of vibration signals in this frequency band means that the rock mass fracturing resistance has increased. The preset characteristic spectrum range is the main frequency band range specified in the preset vibration spectrum characteristics, in Hz. This range is the main frequency distribution range of the vibration signal when standard hard rock is fracturing. Exceeding this range indicates that the rock strata fracturing state has changed.

[0075] In this embodiment, the dominant frequency band amplitude is the vibration acceleration amplitude corresponding to the dominant frequency band in the vibration frequency signal, and the unit is _____. The change in this value can reflect the change in energy consumption during rock mass fracturing. A significant decrease in amplitude means a reduction in fracturing resistance. Broadband random vibration characteristics refer to a vibration state in which there is no obvious main frequency band, the frequency distribution is scattered and irregular. This characteristic usually appears in scenarios where the rock layer hardness decreases and fracturing is more likely to occur.

[0076] In this embodiment of the application, the instantaneous fracturing difficulty refers to the rock layer's ability to resist fracturing at the instant the rock drill bit contacts the rock layer. This indicator is obtained through the joint analysis of current and vibration signals and is a direct basis for dynamically adjusting tunneling parameters.

[0077] In some embodiments, the step of dynamically generating the thrust adjustment coefficient and torque adjustment coefficient based on the judgment result includes: When the difficulty of rock strata fracturing increases, a thrust adjustment coefficient greater than 1 is generated, and a torque adjustment coefficient greater than 1 is generated simultaneously. When the difficulty of rock strata fracturing decreases, a thrust adjustment coefficient less than 1 is generated, and a torque adjustment coefficient less than 1 is generated simultaneously.

[0078] In this embodiment, the thrust adjustment coefficient is a coefficient generated based on the judgment result of the instantaneous fracturing difficulty of the rock strata, used to adjust the initial thrust parameters. It has no unit and is linked with the torque adjustment coefficient to ensure that the thrust and torque are adapted to changes in the rock strata. The torque adjustment coefficient is a coefficient generated based on the judgment result of the instantaneous fracturing difficulty of the rock strata, used to adjust the initial torque parameters. It has no unit and is generated synchronously with the thrust adjustment coefficient to avoid parameter mismatch caused by adjusting it separately.

[0079] In this embodiment, the operation of determining the preset current threshold range and the preset vibration spectrum characteristics is first performed (to provide a benchmark for subsequent collaborative judgment).

[0080] Specifically, based on the parameters of the rock drill bit drive motor used in step S3 (rated current 1000A), a preset current threshold range is set: the upper preset current threshold is 1.2 times the rated current, i.e., 1200A; the lower preset current threshold is 0.8 times the rated current, i.e., 800A, forming a preset current threshold range of "800A-1200A". Regarding the preset vibration spectrum characteristics, by retrieving the historical vibration signal spectrum of the rock drill during construction in standard hard rock formations (rock uniaxial compressive strength 100 MPa, rock mass integrity coefficient 0.7), the analysis shows that the main frequency band range of the vibration signal under standard working conditions is 150 Hz-200 Hz, and the main frequency band amplitude range is... This range is defined as the preset vibration spectrum characteristics (i.e., the preset characteristic spectrum range of 150 Hz-200 Hz, and the preset dominant frequency amplitude range). The aforementioned benchmark parameters are all stored in the "judgment benchmark database" of the central control system for subsequent collaborative judgment.

[0081] In this embodiment, the operation of determining the instantaneous fracturing difficulty of the rock strata is then performed based on the relationship between the drill bit drive current value and the preset current threshold range, and the vibration frequency signal and the preset vibration spectrum characteristics.

[0082] Specifically, based on the real-time data collected in step S3, and combined with the tunneling process of the K1+005 to K1+0010 section, the following explanation will be provided: Scenario indicating increased difficulty in rock strata fracturing: When the rock drill advances to position K1+007, the central control system retrieves the drill bit drive current value collected by the current sensor at a frequency of 10 Hz in step S3. Analysis using the "current continuity judgment algorithm" (setting a 5-second sliding window, where five consecutive sampling points exceeding the threshold are considered "continuous") reveals that the current values ​​for the five consecutive seconds are 1220A, 1230A, 1215A, 1225A, and 1235A, all exceeding the preset current upper limit threshold of 1200A. Simultaneously, the system retrieves the vibration frequency signal collected by the synchronous vibration acceleration sensor at a frequency of 1000 Hz and subjected to Fourier transform. Analysis using the "spectrum comparison algorithm" (comparing the real-time main frequency band with the preset characteristic spectrum range) reveals that the main frequency band of the real-time vibration signal has shifted from the initial 150 Hz-200 Hz to 250 Hz-300 Hz, exceeding the preset characteristic spectrum range of 150 Hz-200 Hz. At this time, the system triggers the "cooperative judgment logic": because the current continues to be higher than the upper limit threshold and the vibration main frequency band exceeds the preset range, it is determined that the current rock layer is more difficult to break (the actual geological condition is that the uniaxial compressive strength of the rock layer at position K1+007 has increased to 250 MPa, and the hardness has increased).

[0083] Scenario for reducing the difficulty of rock breaking: When the rock drill advances to position K1+009, the system retrieves real-time current data again. After a 5-second sliding window analysis, the current values ​​for the consecutive 5 seconds are 780A, 770A, 765A, 775A, and 785A, all lower than the preset lower current threshold of 800A. Simultaneously, analysis of the real-time vibration frequency signal reveals that its dominant frequency amplitude... Down to (significantly lower than the preset lower limit of the main frequency amplitude range) Furthermore, the vibration frequency distribution changed from a concentrated main frequency band of "150 Hz-200 Hz" to a dispersed distribution of "50 Hz-300 Hz", exhibiting broadband random vibration characteristics. The system determined through "collaborative judgment logic" that the difficulty of current rock strata fracturing has decreased (the actual geological situation is that there is a local fracture at position K1+009, the rock mass integrity coefficient has dropped to 0.5, and fracturing is more likely to occur).

[0084] During the above judgment process, the system will automatically record the judgment result ("difficulty increased" or "difficulty decreased") and the corresponding signal data, providing a basis for the subsequent generation of adjustment coefficients.

[0085] In this embodiment of the application, the final step is to dynamically generate the thrust adjustment coefficient and torque adjustment coefficient based on the judgment result.

[0086] Specifically, the system has a built-in "adjustment coefficient generation model," which is based on a large amount of hard rock tunneling test data and correlates changes in the difficulty of rock breaking with adjustment coefficients. When the difficulty of rock fracturing increases: When the system determines that the difficulty has increased (e.g., at position K1+007), the model will generate thrust adjustment coefficients and torque adjustment coefficients greater than 1 based on the magnitude of the current exceeding the upper limit (1220A-1235A exceeding 1200A by approximately 1.7%-2.9%) and the magnitude of the vibration main frequency band shift (250Hz-300Hz exceeding 200Hz by approximately 25%-50%). Combining the principle of "small increase in coefficients when there is a small over-limit in engineering practice," a thrust adjustment coefficient of 1.1 and a torque adjustment coefficient of 1.2 are generated (this combination of coefficients can adapt the thrust and torque to the rock strata with increased hardness without causing equipment overload).

[0087] When the difficulty of rock fracturing decreases: When the system determines that the difficulty has decreased (e.g., at position K1+009), the model determines the degree of current reduction below the lower limit (approximately 1.9%-4.4% for 765A-785A below 800A) and the degree of vibration amplitude reduction ( Below The range is approximately 40%, generating thrust adjustment coefficients and torque adjustment coefficients less than 1. Following the principle of "small decreases when slightly lower than the time limit coefficient", a thrust adjustment coefficient of 0.9 and a torque adjustment coefficient of 0.8 are generated (this combination of coefficients can avoid excessive tool wear caused by excessive thrust and torque, while ensuring tunneling efficiency).

[0088] The generated thrust adjustment coefficient and torque adjustment coefficient will be stored synchronously in the "parameter adjustment database" and the corresponding judgment results will be marked for subsequent step S5 to call to optimize the thrust and torque parameters.

[0089] In this embodiment, step S4 enables accurate judgment and dynamic generation of adjustment coefficients for instantaneous rock fracturing difficulty based on dual-source signals (current and vibration). This effectively solves the problem in traditional construction where "relying solely on a single signal or experience leads to delayed and inaccurate parameter adjustments." In traditional construction, judging solely by current might misinterpret instantaneous current increases caused by grid fluctuations as increased rock hardness, leading to blindly increasing parameters. Judging solely by vibration might misinterpret equipment vibration as changes in the rock layer, resulting in adjustment errors. This step, through the collaborative judgment logic of "current continuously exceeding the threshold + abnormal vibration spectrum," avoids the problem of misjudgment based on a single signal, ensuring the accuracy of the judgment results. Simultaneously, by generating thrust and torque adjustment coefficients in a linked manner, it avoids parameter mismatches caused by individual adjustments (e.g., increasing thrust without increasing torque would cause the drill bit to "lock up" and become unable to rotate). These operations shifted the basis for adjusting rock drill parameters from "experience" to "data-driven," providing precise coefficient support for subsequent real-time optimization of thrust and torque parameters, and further solving the core technical problem that rock drill parameters could not adapt to changes in rock strata in real time in large-section hard rock formations.

[0090] S5. Multiply the initial thrust parameter by the thrust adjustment coefficient to obtain the optimized thrust value; multiply the initial torque parameter by the torque adjustment coefficient to obtain the optimized torque value; control the rock drill to perform tunneling operations using the optimized thrust value and the optimized torque value.

[0091] In this embodiment, the optimized thrust value is the final thrust control value adapted to the current rock breaking difficulty, obtained by multiplying the initial thrust parameter by the thrust adjustment coefficient. The unit is meganewtons. This value can match the changes in rock hardness in real time, ensuring that the drill bit can effectively cut into the rock layer and avoid excessive thrust. The optimized torque value is the final torque control value adapted to the current rock breaking difficulty, obtained by multiplying the initial torque parameter by the torque adjustment coefficient. The unit is meganewton-meters. This value is generated synchronously with the optimized thrust value, ensuring that the drill bit can effectively break the rock layer and avoid torque overload.

[0092] In some embodiments, the collaborative optimization process of construction parameters for large-section hard rock-adaptive non-explosive excavation also includes a feedback verification step for the optimized parameters: after tunneling with the optimized thrust value and the optimized torque value, the drill bit drive current value and vibration frequency signal are continuously collected. If the values ​​return to the preset stable working range, the current parameters are maintained; if they do not return, a new round of parameter collaborative optimization process is triggered.

[0093] In this embodiment, the feedback verification step is a supplementary step that determines whether the parameters are suitable by collecting signals again after tunneling with optimized thrust and torque values. This step can ensure the effect of parameter optimization and avoid construction problems caused by single optimization deviations.

[0094] In this embodiment, the preset stable operating range is a comprehensive range that includes a preset current threshold range and preset vibration spectrum characteristics. This range is the final standard for determining whether the optimized parameters are suitable for the rock strata. If the signal corresponding to the parameter falls into this range, it indicates that the parameter is suitable.

[0095] In this embodiment of the application, the new round of parameter co-optimization process refers to restarting the complete process from step S3 (signal acquisition) to step S5 (parameter optimization) when the signal corresponding to the optimized parameter has not returned to the stable working range, until the parameter adapts to the changes in the rock strata.

[0096] In the embodiments of this application, the operation of calculating the optimized thrust value and the optimized torque value is performed first.

[0097] Specifically, based on the initial thrust parameters (72.38 MN) and initial torque parameters (201.06 MN·m) derived in step S2 for the K1+005 to K1+0010 section, and combined with the adjustment coefficients for the two scenarios generated in step S4, the optimization parameters are calculated respectively: In the scenario of increased rock fragmentation difficulty (location K1+007): Step S4 generates a thrust adjustment coefficient of 1.1 and a torque adjustment coefficient of 1.2. Following the calculation logic of "optimized thrust value = initial thrust parameter × thrust adjustment coefficient" and "optimized torque value = initial torque parameter × torque adjustment coefficient," the initial parameters and adjustment coefficients are substituted: the optimized thrust value is 72.38 MN × 1.1 ≈ 79.62 MN; the optimized torque value is 201.06 MN·m × 1.2 ≈ 241.27 MN·m. During the calculation process, the central control system automatically retrieves the initial parameters and adjustment coefficients stored in the "parameter adjustment database," completes the calculation through the built-in multiplication module, and stores the calculation results in real time in the "optimized parameter database" and marks the corresponding construction location (K1+007).

[0098] In the scenario where the difficulty of rock fracturing is reduced (location K1+009): the thrust adjustment coefficient generated in step S4 is 0.9, and the torque adjustment coefficient is 0.8. Following the same calculation logic, the optimized thrust value is 72.38 MN × 0.9 ≈ 65.14 MN; the optimized torque value is 201.06 MN·m × 0.8 ≈ 160.85 MN·m. After the calculation is completed, the system also stores the results and marks the construction location (K1+009) to ensure the traceability of optimized parameters at different locations.

[0099] In this embodiment, the operation of controlling the rock drill to perform tunneling operations with optimized thrust and torque values ​​is then performed.

[0100] Specifically, taking the optimized parameters (79.62 MN, 241.27 MN·m) at position K1+007 as an example, the central control system retrieves these parameters from the "optimized parameter database" and transmits the optimized thrust value to the hydraulic execution system of the rock drill and the optimized torque value to the drill bit drive motor system through the "parameter distribution module": After receiving the signal, the hydraulic execution system adjusts the oil supply pressure of the hydraulic pump (e.g., from the initial 25MPa to 28MPa) to increase the thrust from the initial 72.38 MN to 79.62 MN; the drill bit drive motor system adjusts the output frequency of the frequency converter (e.g., from the initial 50Hz to 55Hz) to increase the torque from the initial 201.06 MN·m to 241.27 MN·m. After parameter adjustments, the rock drill continued excavation with the optimized parameters, maintaining a constant drill bit speed of 5 rpm to ensure a stable excavation rhythm while increasing thrust and torque, adapting to the harder rock formation at location K1+007. For the optimized parameters at location K1+009 (65.14 MN, 160.85 MN·m), the system reduced the hydraulic pump supply pressure (e.g., to 22 MPa) and the inverter output frequency (e.g., to 45 Hz) to synchronously reduce thrust and torque, preventing excessive wear of the cutting tools due to excessively high parameters.

[0101] In this embodiment, the final step is to perform a feedback verification step for the optimized parameters.

[0102] Specifically, taking the verification process after applying optimized parameters at position K1+007 as an example: While tunneling with a thrust of 79.62 MN and a torque of 241.27 MN·m, the system reuses the current sensor (10 Hz sampling frequency) and vibration acceleration sensor (1000 Hz sampling frequency) from step S3 to continue collecting the drill bit drive current value and vibration frequency signal. The collection time is set to 10 seconds (to ensure the data is representative). The collected current data (such as 1150A, 1160A, etc.) and vibration signals (main frequency band 200 Hz-220 Hz, amplitude) are collected. The data is transmitted in real time to the "feedback verification module".

[0103] The feedback verification module retrieves the preset stable operating range (current 800A-1200A, vibration main frequency band 150Hz-200Hz, amplitude) from the "judgment benchmark database". The collected real-time signal was compared with this range: the current of 1150A-1160A fell into the 800A-1200A range; the vibration main frequency band of 200Hz-220Hz was close to the preset upper limit (200Hz), and the amplitude... fall into Once the overall signal returns to a stable operating range, the system issues a "parameter adaptation, maintain current parameters" command, and the rock drill continues to advance with parameters of 79.62 MN and 241.27 MN·m.

[0104] If, after applying optimized parameters at a certain location (such as the hypothetical K1+008 location), the acquired current value remains at 1250A (exceeding the upper limit of 1200A) and the main vibration frequency band is 260Hz (exceeding the preset range), the system determines that the signal has not returned to the stable operating range and will automatically trigger a "new round of parameter collaborative optimization process": restarting the signal acquisition in step S3 (encrypting the sampling frequency to 20Hz), the collaborative judgment in step S4 (regenerating adjustment coefficients, such as thrust adjustment coefficient 1.15 and torque adjustment coefficient 1.25), and the parameter calculation in step S5 (optimized thrust value is 72.38 MN × 1.15 ≈ 83.24 MN, optimized torque value is 201.06 MN·m × 1.25 ≈ 251.33 MN·m), until the signal corresponding to the new optimized parameters falls into the stable operating range.

[0105] In this embodiment, step S5 enables the implementation of tunneling parameters from initial setting to real-time optimization, effectively solving the problem of "fixed parameters that cannot adapt to instantaneous changes in rock strata" in traditional construction. In traditional construction, even if changes in rock hardness are detected, manual shutdown and parameter adjustment are required, leading to reduced tunneling efficiency and potential machine jamming due to untimely adjustments. This step, however, automatically calculates and optimizes parameters and sends them out in real-time, allowing parameter adjustment without shutdown and reducing construction interruption time. Simultaneously, the addition of a feedback verification step avoids the risk of single-optimization deviations—if the optimized parameters are inappropriate, the system can quickly trigger a new round of optimization to ensure that the parameters always adapt to the rock strata condition. These operations enable the rock drill to maintain high tunneling efficiency in hard rock strata (avoiding "rock grinding" caused by insufficient thrust / torque) while also preventing excessive tool wear and equipment overload caused by excessively large parameters, further promoting the solution to the core technical problem of rock drill parameters failing to adapt to changes in rock strata in real time in large-section hard rock formations.

[0106] In the several embodiments provided in this application, it should be understood that the disclosed methods can be implemented in other ways.

[0107] It will be apparent to those skilled in the art that this application is not limited to the details of the exemplary embodiments described above, and that this application can be implemented in other specific forms without departing from the spirit or essential characteristics of this application.

[0108] The embodiments of this application can acquire and process relevant data based on artificial intelligence technology. Artificial intelligence is the theory, method, and technology that uses digital computers or machines controlled by digital computers to simulate, extend, and expand human intelligence, perceive the environment, acquire knowledge, and use that knowledge to obtain optimal results.

[0109] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of this application and are not intended to limit it. Although this application has been described in detail with reference to preferred embodiments, those skilled in the art should understand that modifications or equivalent substitutions can be made to the technical solutions of this application without departing from the spirit and scope of the technical solutions of this application.

Claims

1. A collaborative optimization method for non-blasting excavation construction parameters adapted to large-section hard rock, characterized in that, The method includes: Based on the engineering geological survey report, the uniaxial compressive strength and rock mass integrity coefficient of hard rock within a predetermined mileage range in front of the tunnel face were obtained; Based on the uniaxial compressive strength of the rock and the rock mass integrity coefficient, the initial thrust parameters and initial torque parameters of the rock drill are determined. The rock drill is controlled to perform tunneling operations using the initial thrust parameters and the initial torque parameters, and the drill bit drive current value and vibration frequency signal are collected in real time when the rock drill is working. Based on the relationship between the drill bit drive current value and the preset current threshold range, and the relationship between the vibration frequency signal and the preset vibration spectrum characteristics, the instantaneous fracturing difficulty of the rock strata is judged collaboratively, and the thrust adjustment coefficient and torque adjustment coefficient are dynamically generated according to the judgment result. The initial thrust parameter is multiplied by the thrust adjustment coefficient to obtain the optimized thrust value; the initial torque parameter is multiplied by the torque adjustment coefficient to obtain the optimized torque value; the rock drill is controlled to perform tunneling operations using the optimized thrust value and the optimized torque value.

2. The collaborative optimization method for construction parameters of large-section hard rock adaptable non-blasting excavation as described in claim 1, characterized in that, Based on the engineering geological survey report, the uniaxial compressive strength and rock mass integrity coefficient of hard rock within a predetermined mileage range ahead of the tunnel face are obtained, including: Analyze and extract lithological distribution information within the predetermined mileage range from the engineering geological survey report; Based on the lithological distribution information, a section dominated by hard rock was identified; Obtain the uniaxial compressive strength and rock mass integrity coefficient of the section dominated by hard rock.

3. The collaborative optimization method for construction parameters of large-section hard rock adaptable non-blasting excavation as described in claim 1, characterized in that, The determination of the initial thrust and initial torque parameters of the rock drill based on the uniaxial compressive strength of the rock and the rock mass integrity coefficient includes: The uniaxial compressive strength of the rock is compared with a preset reference strength benchmark value to obtain the strength ratio. By combining the rock mass integrity coefficient with the strength ratio and calculating using a proportionality coefficient related to the rock drill model and drill bit diameter, the initial thrust parameter and the initial torque parameter are derived.

4. The method for collaborative optimization of construction parameters for large-section hard rock adaptable non-blasting excavation as described in claim 3, characterized in that, The initial thrust parameters The calculation formula is as follows: ； in, For the uniaxial compressive strength of rock, To preset the reference strength benchmark value, The rock mass integrity coefficient. The diameter of the rock drill bit. This is the thrust proportionality coefficient. Pi is the mathematical constant of a circle.

5. The method for collaborative optimization of construction parameters for large-section hard rock adaptable non-blasting excavation as described in claim 3, characterized in that, The initial torque parameters The calculation formula is as follows: ； in, For the uniaxial compressive strength of rock, To preset the reference strength benchmark value, The rock mass integrity coefficient. The diameter of the rock drill bit. This is the torque proportionality coefficient. Pi is the mathematical constant of a circle.

6. The method for collaborative optimization of construction parameters for large-section hard rock adaptable non-blasting excavation as described in claim 1, characterized in that, The method of controlling the rock drill to perform tunneling operations using the initial thrust parameters and the initial torque parameters, and real-time acquisition of the drill bit drive current value and vibration frequency signal during the operation of the rock drill, includes: The initial thrust parameter and the initial torque parameter are set as the current operating parameters of the rock drill; When the tunneling operation is started, the drill bit drive current value is continuously collected at a first predetermined sampling frequency by a current sensor installed on the drill bit drive motor. The vibration frequency signal is synchronously acquired at a second predetermined sampling frequency by a vibration acceleration sensor installed on the main beam of the rock drill.

7. The method for collaborative optimization of construction parameters for large-section hard rock adaptable non-blasting excavation as described in claim 1, characterized in that, The method of collaboratively determining the instantaneous fracturing difficulty of rock strata based on the relationship between the drill bit drive current value and a preset current threshold range, and the relationship between the vibration frequency signal and preset vibration spectrum characteristics, includes: If the drill bit drive current value continues to be higher than the preset current upper limit threshold, and the main frequency band of the vibration frequency signal shifts to the high frequency band and exceeds the preset characteristic spectrum range, then it is determined that the difficulty of breaking the current rock strata has increased. If the drill bit drive current value remains below the preset lower current threshold, and the amplitude of the main frequency band of the vibration frequency signal decreases significantly and is accompanied by wideband random vibration characteristics, then it is determined that the difficulty of breaking the current rock strata has decreased.

8. The method for collaborative optimization of construction parameters for large-section hard rock adaptable non-blasting excavation as described in claim 6, characterized in that, The dynamic generation of thrust adjustment coefficients and torque adjustment coefficients based on the judgment results includes: When the difficulty of rock strata fracturing increases, a thrust adjustment coefficient greater than 1 is generated, and a torque adjustment coefficient greater than 1 is generated simultaneously. When the difficulty of rock strata fracturing decreases, a thrust adjustment coefficient less than 1 is generated, and a torque adjustment coefficient less than 1 is generated simultaneously.

9. The method for collaborative optimization of construction parameters for large-section hard rock adaptable non-blasting excavation as described in claim 1, characterized in that, The preset vibration spectrum characteristics are obtained by analyzing the historical vibration signal spectrum diagrams collected when the rock drill is excavating in standard hard rock formations.

10. The method for collaborative optimization of construction parameters for large-section hard rock adaptable non-blasting excavation as described in claim 1, characterized in that, The method also includes a feedback verification step for the optimized parameters: after tunneling with the optimized thrust value and the optimized torque value, the drill bit drive current value and vibration frequency signal are collected. If the values ​​return to the preset stable working range, the current parameters are maintained; if they do not return, a new round of parameter co-optimization process is triggered.

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