Comprehensive rapid construction method for highland deep-buried high-stress hard rock tunnel

Abstract

The application provides a kind of high altitude deep buried high ground stress hard rock tunnel comprehensive rapid construction method, it is related to rock burst technical field.The method includes: obtaining the mechanical parameters of tunnel surrounding rock and its weight;According to hardness coefficient, tensile strength, shear strength and its weight, determine the comprehensive drilling progress;According to the comprehensive drilling progress, determine the tunneling construction mode;According to the comprehensive strength value determined by Protodyakonov coefficient, tensile strength, shear strength, cohesion and its weight;According to the comprehensive strength value, determine the support construction mode.The application calculates the comprehensive drilling progress and the comprehensive strength value according to the mechanical parameters of tunnel surrounding rock and its weight respectively, uses the comprehensive drilling progress to guide the drilling construction of tunnel surrounding rock, uses the comprehensive strength value to guide the support construction of tunnel surrounding rock, so it can select different construction modes according to different rock conditions in the tunnel, and adapt to local conditions, so as to realize the rapid construction of hard rock tunnel, which has great guiding significance for the construction of high pressure deep buried high stress tunnel.

Description

Technical Field

[0001] This invention relates to the field of rockburst technology, and more specifically, to a comprehensive and rapid construction method for deep-buried, high-stress hard rock tunnels in high-altitude areas. Background Technology

[0002] The tunnel construction process will face a complex geological environment. Although geological exploration has been conducted before construction, the geological environment of the strata the tunnel penetrates is generally difficult to predict due to the complexity of the geological conditions. Furthermore, strata are generally affected by various factors such as geological structure, lithological variations, and historical earthquakes, which further complicate the geological environment and increase the difficulty of tunnel construction. In particular, the geological environment faced by high-altitude tunnels differs significantly from that faced by tunnels in plains and at lower altitudes, especially for deep-buried tunnels in high-altitude areas. The rock strata penetrated by deep-buried tunnels in high-altitude areas are generally in a high-stress environment, and the rocks are typically hard. Lithology may also change, and geological structures such as faults may be encountered. Therefore, this significantly impacts the tunnel construction progress, making the excavation process very slow, especially when encountering hard rock strata.

[0003] In related technologies, the construction methods for high-altitude hard rock tunnels are generally determined through engineering analogies, and typically only one method is used, such as blasting. However, for high-altitude hard rock tunnels, if only blasting is used, the high strength of the rock means that drilling blast holes would take a very long time. Furthermore, the tunnel cross-section is generally large, and the number of blast holes required would also be significant, resulting in a long loading time for explosives. Therefore, using blasting for high-altitude hard rock tunnels would slow down the construction progress and increase the tunnel's construction period.

[0004] Besides the excavation process, tunnel construction also includes support and other auxiliary construction. Tunnel support has a direct impact on tunnel safety; any safety issues will affect the construction progress. In related technologies, the support method for high-stress tunnels is generally determined through engineering analogies and theoretical calculations, and a single support method is typically used. This method can meet the tunnel's support and stability requirements in some tunnel sections. However, when geological conditions are relatively simple, the support strength generated by this method may be excessive, preventing the support system from achieving its maximum effect. But the geological strata where tunnels are located are often not uniform. Due to geological factors, the strata around tunnels can change, even encountering faults and other geological structures. For tunnel sections with changes, without detailed geological exploration, a single support method is insufficient to meet the tunnel's stability requirements. In such cases, the support strength generated by this method may not adequately meet the tunnel's stability requirements, thus posing a potential threat to tunnel safety.

[0005] Therefore, for deep-buried, high-stress, hard rock tunnels in high-altitude areas, how to achieve rapid construction, effective rock breaking, and reasonable support are urgent problems that need to be solved. Summary of the Invention

[0006] The problem this invention aims to solve is how to achieve rapid construction of deep-buried, high-stress, hard rock tunnels in high-altitude areas. By effectively breaking rocks and providing reasonable support, the construction quality of deep-buried tunnels in high-altitude areas can be ensured while accelerating the construction progress, improving the overall stability of the tunnel, and extending its service life.

[0007] To address the above problems, this invention provides a comprehensive and rapid construction method for deep-buried, high-stress hard rock tunnels in high-altitude areas, comprising:

[0008] Obtain the mechanical parameters of the surrounding rock of the tunnel, including the rock's hardness coefficient, tensile strength, shear strength, Protodyakonov coefficient, and cohesion.

[0009] Obtain the weights of the mechanical parameters;

[0010] The overall drilling progress of the tunnel surrounding rock is determined based on the rock's hardness coefficient, tensile strength, shear strength, and their weights.

[0011] The tunnel excavation method for the surrounding rock is determined based on the overall drilling progress.

[0012] The comprehensive strength value of the tunnel surrounding rock is determined based on the Protodyakonov coefficient, tensile strength, shear strength, cohesion, and their weights.

[0013] The support construction method for the tunnel surrounding rock is determined based on the comprehensive strength value.

[0014] Optionally, the weights for obtaining the mechanical parameters include:

[0015] Obtain the consistency coefficients of the mechanical parameters, including the consistency coefficients of the Protodyakonov coefficient, the consistency coefficients of the cohesion, the consistency coefficients of the tensile strength, and the consistency coefficients of the shear strength.

[0016] The sum of the consistency coefficients of the Protodyakonov coefficient, the cohesion, the tensile strength, and the shear strength is obtained and denoted as the sum of the consistency coefficients of the first mechanical parameters.

[0017] The weight of the Protodyakonov coefficient is obtained based on the sum of the consistency coefficient of the Protodyakonov coefficient and the consistency coefficient of the first mechanical parameter; the weight of the cohesion is obtained based on the sum of the consistency coefficient of the cohesion and the consistency coefficient of the first mechanical parameter; the weight of the tensile strength is obtained based on the sum of the consistency coefficient of the tensile strength and the consistency coefficient of the first mechanical parameter; and the weight of the shear strength is obtained based on the sum of the consistency coefficient of the shear strength and the consistency coefficient of the first mechanical parameter.

[0018] Optionally, the consistency coefficient for obtaining the mechanical parameters includes:

[0019] The mechanical parameters are collected in different areas of the surrounding rock of the tunnel, and the number of each mechanical parameter collected in the same area is multiple.

[0020] The mechanical parameters of each region of the tunnel surrounding rock are summarized to obtain the summary data;

[0021] The mean and standard deviation of the mechanical parameters are obtained from the summarized data;

[0022] The consistency coefficient of the mechanical parameters is obtained based on the mean and standard deviation of the mechanical parameters.

[0023] Optionally, the process of obtaining the consistency coefficient of the mechanical parameters further includes:

[0024] The aggregated data is preprocessed to remove outlier data, resulting in valid data.

[0025] The number of valid data is obtained and compared with a set number. When the number of valid data is less than the set number, the mechanical parameters of different areas of the tunnel surrounding rock are collected.

[0026] Optionally, the supplementary collection of mechanical parameters from different regions of the tunnel surrounding rock includes:

[0027] Acquire a target area and a first number of abnormal data occurrences within the same target area, wherein the target area is the collection area where the abnormal data occurs;

[0028] Obtain the absolute value of the difference between the number of valid data and the set number, as well as the number of tunnel surrounding rock collection areas;

[0029] The ratio of the absolute value of the difference between the number of valid data and the set number to the number of tunnel surrounding rock collection areas;

[0030] When the ratio is greater than 1, the ratio is rounded up to obtain a second number of mechanical parameters to be collected in each region of the tunnel surrounding rock.

[0031] The mechanical parameters are collected in the target area in addition to the sum of the first and second quantities, and the mechanical parameters are collected in other areas besides the target area in addition to the second quantity.

[0032] Optionally, determining the comprehensive strength value of the tunnel surrounding rock based on the Protodyakonov coefficient, tensile strength, shear strength, cohesion, and their weights includes obtaining the comprehensive strength value of the tunnel surrounding rock according to the following formula;

[0033]

[0034] In the formula, F(η) represents the comprehensive strength value of the surrounding rock of the tunnel, n represents the type of rock, f is the Protodyakonov coefficient of the rock, σt is the tensile strength of the rock, τ is the shear strength of the rock, C is the cohesion of the rock, η1 represents the weight reflecting the Protodyakonov coefficient of the rock, η2 represents the weight reflecting the tensile strength of the rock, η3 represents the weight reflecting the shear strength of the rock, and η4 represents the weight reflecting the cohesion of the rock.

[0035] Optionally, determining the support method for the tunnel surrounding rock based on the comprehensive strength value includes:

[0036] When the comprehensive strength value is less than the first-level safety strength value, the support method for the surrounding rock of the tunnel is the first-stage active support. The first-stage active support includes a support system consisting of anchor bolt support, anchor cable support, metal mesh and high-strength steel strip. The support sequence is to first carry out the anchor bolt support and then carry out the anchor cable support.

[0037] When the comprehensive strength value is greater than the first-level safety strength value and less than the second-level safety strength value, the support method for the tunnel surrounding rock is the second-stage active support. The second-stage active support includes a support system consisting of anchor bolt support, ultra-long anchor cable support, and steel wire mesh and high-strength steel strip. The support sequence is to first carry out the anchor bolt support and then carry out the anchor cable support.

[0038] When the comprehensive strength value is greater than the secondary safety strength value but less than the tertiary safety strength value, the support method for the tunnel surrounding rock is three-stage support. The three-stage support includes a support system composed of anchor bolt support, ultra-long anchor cable support, steel wire mesh, high-strength steel strip and steel frame. The support sequence is to first carry out the anchor bolt support, then the anchor cable support, and finally the steel frame support.

[0039] Optionally, the weights for obtaining the mechanical parameters include:

[0040] Obtain the consistency coefficients of the mechanical parameters, including the consistency coefficients of the hardness coefficient, the consistency coefficients of the tensile strength, and the consistency coefficients of the shear strength;

[0041] The sum of the consistency coefficients of the hardness coefficient, the tensile strength, and the shear strength is obtained and denoted as the sum of the consistency coefficients of the second mechanical parameters.

[0042] The weight of the hardness coefficient is obtained based on the sum of the consistency coefficient of the hardness coefficient and the consistency coefficient of the second mechanical parameter; the weight of the tensile strength is obtained based on the sum of the consistency coefficient of the tensile strength and the consistency coefficient of the second mechanical parameter; and the weight of the shear strength is obtained based on the sum of the consistency coefficient of the shear strength and the consistency coefficient of the second mechanical parameter.

[0043] Optionally, determining the overall drilling progress of the tunnel surrounding rock based on the rock's hardness coefficient, tensile strength, shear strength, and their weights includes obtaining the overall drilling progress of the tunnel surrounding rock according to the following formula;

[0044]

[0045] In the formula, Z(k) represents the overall drilling progress of the surrounding rock of the tunnel, n represents the rock type, fy is the rock hardness coefficient, σt is the tensile strength of the rock, τ is the shear strength of the rock, k1 represents the weight reflecting the rock hardness coefficient, k2 represents the weight reflecting the rock tensile strength, and k3 represents the weight reflecting the rock shear strength.

[0046] Optionally, the method of determining the construction method of the tunnel surrounding rock based on the overall drilling progress includes:

[0047] When the overall drilling progress is less than the expected drilling progress value, the construction method for the surrounding rock of the tunnel is to use a multi-functional rapid tunneling equipment locomotive to cut and break the rock; wherein, the multi-functional rapid tunneling equipment locomotive integrates the functions of blasting drilling, mechanical rock breaking, loading of broken rock, transport of broken rock, and tunnel support.

[0048] When the overall drilling progress is greater than the first-level expected drilling progress value but less than the second-level expected drilling progress value, the construction method for the surrounding rock of the tunnel is to use blasting to break up the surrounding rock.

[0049] When the overall drilling progress is greater than the expected drilling progress value of the second stage but less than the expected drilling progress value of the third stage, the construction method of the surrounding rock of the tunnel is to first use the blasting method to pre-split the surrounding rock, and then use the multi-functional rapid tunneling equipment locomotive to cut and break the rock.

[0050] The advantages of this invention compared to existing technologies are:

[0051] This invention obtains the mechanical parameters of the surrounding rock of the tunnel and the weights of each parameter. Based on each parameter and its weight, it calculates the comprehensive drilling progress and comprehensive strength value. Then, it uses the comprehensive drilling progress to guide the drilling construction of the surrounding rock and the comprehensive strength value to guide the support construction of the surrounding rock. Thus, different construction methods can be selected according to different rock conditions in the tunnel, so as to achieve the goal of adapting to local conditions and realize the rapid construction of hard rock tunnels. This invention is of great guiding significance for the construction of high-pressure, deep-buried, high-stress tunnels. Attached Figure Description

[0052] Figure 1 This is a flowchart of a comprehensive and rapid construction method for a deep-buried, high-stress hard rock tunnel in a plateau, as described in this invention.

[0053] Figure 2 This is a flowchart illustrating the determination of the support method based on the comprehensive strength value of the surrounding rock in an embodiment of the present invention;

[0054] Figure 3 This is a flowchart illustrating the method for determining the drilling progress based on the overall drilling progress of the tunnel surrounding rock in an embodiment of the present invention. Detailed Implementation

[0055] To make the above-mentioned objects, features and advantages of the present invention more apparent and understandable, specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings.

[0056] Please see Figure 1 As shown in the figure, an embodiment of the present invention provides a comprehensive and rapid construction method for a deep-buried, high-stress hard rock tunnel in a high-altitude region, comprising:

[0057] Obtain the mechanical parameters of the surrounding rock of the tunnel, including the rock's hardness coefficient, tensile strength, shear strength, Protodyakonov coefficient, and cohesion.

[0058] Obtain the weights of the mechanical parameters;

[0059] The overall drilling progress of the tunnel surrounding rock is determined based on the rock's hardness coefficient, tensile strength, shear strength, and their weights.

[0060] The tunnel excavation method for the surrounding rock is determined based on the overall drilling progress.

[0061] The comprehensive strength value of the tunnel surrounding rock is determined based on the Protodyakonov coefficient, tensile strength, shear strength, cohesion, and their weights.

[0062] The support construction method for the tunnel surrounding rock is determined based on the comprehensive strength value.

[0063] Due to the complex geological environment of deep-buried tunnels in high-altitude areas, and their location in a high-stress environment, the tectonic stress of these tunnels can easily lead to compression and further large deformations. This high stress can affect the progress, safety, and quality of tunnel construction. Therefore, how to achieve rapid construction of deep-buried hard rock tunnels in high-altitude areas with high stress has become a key issue.

[0064] The construction method in this embodiment obtained several mechanical parameters of the rock. Among them, the tensile strength of the rock is the maximum stress that the rock can withstand under tensile force, representing the rock's resistance to tension. The shear strength of the rock is the maximum shear stress that the rock can withstand before failure under shear load. Both tensile strength and shear strength are parameters that measure the strength of rock. The strength of rock is its ability to resist damage from external forces. When rock is subjected to external forces, it may exhibit crushing, tensile fracture, and shearing, etc. Therefore, according to the different external forces applied, it is divided into compressive strength, tensile strength, and shear strength. Rock hardness is the ability of a rock to resist scratching or indentation by other objects. Its unit of measurement is Pa (Pa) or MPa (megapascals). Rock hardness is related to compressive strength, but they are quite different. Hardness is only the resistance of a solid surface to the indentation or penetration of another object, while compressive strength is the resistance of a solid to overall failure. Therefore, the compressive strength of rock cannot be used as an indicator of hardness. This embodiment uses the hardness coefficient to calculate the overall drilling progress of tunnel surrounding rock drilling. The hardness index is closer to the actual situation of the drilling process, and the calculated overall drilling progress is more accurate. The Protodyakonov coefficient, also known as the rock firmness coefficient, is a dimensionless quantity, equal to 1 / 10 of the uniaxial compressive strength limit of rock or soil. Cohesion, also called adhesion, is the attractive force between adjacent parts within the same substance.

[0065] This embodiment obtains the mechanical parameters of the tunnel surrounding rock and the weights of each parameter. Based on each parameter and its weight, it calculates the comprehensive drilling progress and comprehensive strength value. Then, it uses the comprehensive drilling progress to guide the drilling construction of the tunnel surrounding rock and the comprehensive strength value to guide the support construction of the tunnel surrounding rock. Thus, different construction methods can be selected according to different rock conditions in the tunnel, so as to achieve the goal of adapting to local conditions and realize the rapid construction of hard rock tunnels. This is of great guiding significance for the construction of high-pressure, deep-buried, high-stress tunnels.

[0066] In some implementations, the weights for obtaining the mechanical parameters include:

[0067] Obtain the consistency coefficients of the mechanical parameters, including the consistency coefficients of the Protodyakonov coefficient, the consistency coefficients of the cohesion, the consistency coefficients of the tensile strength, and the consistency coefficients of the shear strength.

[0068] The sum of the consistency coefficients of the Protodyakonov coefficient, the cohesion, the tensile strength, and the shear strength is obtained and denoted as the sum of the consistency coefficients of the first mechanical parameters.

[0069] The weight of the Protodyakonov coefficient is obtained based on the sum of the consistency coefficient of the Protodyakonov coefficient and the consistency coefficient of the first mechanical parameter; the weight of the cohesion is obtained based on the sum of the consistency coefficient of the cohesion and the consistency coefficient of the first mechanical parameter; the weight of the tensile strength is obtained based on the sum of the consistency coefficient of the tensile strength and the consistency coefficient of the first mechanical parameter; and the weight of the shear strength is obtained based on the sum of the consistency coefficient of the shear strength and the consistency coefficient of the first mechanical parameter.

[0070] In this embodiment, four main indicators reflecting rock mechanics parameters—Protodyakonov coefficient, tensile strength, shear strength, and cohesion—are used to determine the comprehensive strength value of the tunnel surrounding rock. The consistency coefficients of these four indicators are obtained respectively, and the consistency coefficients of the four indicators are summed to obtain the weight coefficient of each indicator.

[0071] Because the units and orders of magnitude of the various indicators in determining the comprehensive strength value of tunnel surrounding rock differ, it is difficult to directly compare the degree of difference between them. To eliminate the influence of these differences in units and orders of magnitude, it is necessary to process the weights of each indicator to obtain a consistency coefficient, which measures the degree of difference in the values ​​of each indicator. After consistency coefficient correction, each indicator has the same unit and order of magnitude. Therefore, the comprehensive strength value calculated using each indicator and its weight is not affected by the differences in the dimensions of the indicator parameters, thus providing more accurate guidance for construction.

[0072] In some implementations, obtaining the consistency coefficient of the mechanical parameters includes:

[0073] The mechanical parameters are collected in different areas of the surrounding rock of the tunnel, and the number of each mechanical parameter collected in the same area is multiple.

[0074] The mechanical parameters of each region of the tunnel surrounding rock are summarized to obtain summary data. The mean and standard deviation of the mechanical parameters are obtained based on the summary data, and the consistency coefficient of the mechanical parameters is obtained based on the mean and standard deviation of the mechanical parameters.

[0075] Taking the acquisition of the compressive strength consistency coefficient as an example, the compressive strength of the rock at corresponding locations is obtained in different areas of the tunnel surrounding rock, and multiple compressive strength data are collected in each area. For example, compressive strength is collected in four areas: the top, bottom, and symmetrical sides of the tunnel surrounding rock, with 5 data points collected in each area, resulting in 20 sets of compressive strength data. The mean and standard deviation of the compressive strength are calculated based on these 20 sets of data, and then the consistency coefficient is calculated based on the mean and standard deviation.

[0076] In some implementations, obtaining the consistency coefficient of the mechanical parameters further includes: preprocessing the aggregated data to remove outlier data and obtain valid data;

[0077] The number of valid data is obtained and compared with a set number. When the number of valid data is less than the set number, the mechanical parameters of different areas of the tunnel surrounding rock are collected.

[0078] To ensure the accuracy of the mean and standard deviation, a sufficient number of samples must be used to calculate them. This means that after removing outliers, there should be a certain number of sample data. If the sample size is insufficient, additional data should be collected.

[0079] In this embodiment, the summarized data for each mechanical parameter is preprocessed to remove outlier data, resulting in valid data for calculating the consistency coefficient. For example, taking the acquisition of the compressive strength consistency coefficient as an example, after collecting 20 sets of compressive strength data from four areas—the top, bottom, and symmetrical sides of the tunnel surrounding rock—these 20 sets of data are preprocessed. If the final number of valid data points is 15, which is less than the set number of 18, additional compressive strength data should be collected. This approach ensures the accuracy of the calculation and avoids interference from outlier data affecting the accuracy of the final comprehensive strength value.

[0080] In some implementations, data collected that is less than 20% or greater than 180% of the average normal data is considered abnormal data. Normal data can be characterized by the average. That is, after summarizing the data obtained for each mechanical parameter in each collection area, the average of the summed data is calculated. Each collected data point is compared with the average. If the collected data is less than 20% or greater than 180% of the average, the collected data is marked as abnormal data.

[0081] In some implementations, the supplementary collection of mechanical parameters from different regions of the tunnel surrounding rock includes:

[0082] Acquire a target area and a first number of abnormal data occurrences within the same target area, wherein the target area is the collection area where the abnormal data occurs;

[0083] The first number of mechanical parameter data is collected in the target area, that is, the corresponding number of data is collected in the area where the abnormal data occurs.

[0084] For example, if there are two anomalous data points, and both occur at the top of the tunnel surrounding rock, then the target area is the top of the tunnel surrounding rock. Therefore, subsequent supplementary data collection only requires collecting two sets of data from the top of the tunnel surrounding rock. This method ensures that the same amount of data is collected from each sampling area of ​​the tunnel surrounding rock, guaranteeing data comprehensiveness.

[0085] In some embodiments, the supplementary collection of mechanical parameters from different regions of the tunnel surrounding rock further includes:

[0086] Obtain the absolute value of the difference between the number of valid data and the set number, as well as the number of tunnel surrounding rock collection areas;

[0087] The ratio of the absolute value of the difference between the number of valid data and the set number to the number of tunnel surrounding rock collection areas;

[0088] When the ratio is greater than 1, the ratio is rounded up to obtain a second number of mechanical parameters to be collected in each region of the tunnel surrounding rock.

[0089] The mechanical parameters are collected in the target area in addition to the sum of the first and second quantities, and the mechanical parameters are collected in other areas besides the target area in addition to the second quantity.

[0090] In this embodiment, when it is determined that supplementary data collection is needed, it is necessary to determine whether to collect data from individual or all areas of the tunnel surrounding rock. To ensure the comprehensiveness of the data, the aforementioned embodiment has specifically supplemented data collection in areas where anomalies occurred. However, when the ratio of the absolute value of the difference between the valid data and the set quantity to the number of collection areas is greater than 1, it indicates that anomalies have occurred once per collection area on average. To make the collected data representative, the ratio is rounded up and distributed to each collection area, increasing the number of collections, so that the final number of collections in each collection area is greater than the initially determined number of collections. The so-called rounding up means ignoring the rounding rules; if the ratio has a decimal part, the integer part is increased by 1. For example, if compressive strength is collected in four areas of the tunnel surrounding rock, with 5 sets of data in each area, for a total of 20 sets, 5 abnormal data are removed, leaving 15 valid data, which is less than the set 18. The absolute value of the difference between 15 and 18 is 3. Since 3 / 4 = 0.75, this ratio is less than 1. Therefore, supplementary data collection is carried out in the area where anomalies occurred. If the absolute value of the difference between the number of valid data points and the set number is 7, then 7 / 4 = 1.75. This ratio is greater than 1. Therefore, this ratio is rounded up to obtain a second number of 2. After supplementing the first number of data points, two more data points are collected in each of the four areas of the tunnel surrounding rock. This embodiment uses this rounding method to ensure that data is collected from all areas of the tunnel surrounding rock and that each area has sufficient sample data, thus guaranteeing the representativeness of the data.

[0091] In some embodiments, determining the comprehensive strength value of the tunnel surrounding rock based on the Protodyakonov coefficient, tensile strength, shear strength, cohesion, and their weights includes obtaining the comprehensive strength value of the tunnel surrounding rock according to the following formula;

[0092]

[0093] In the formula, F(η) represents the comprehensive strength value of the surrounding rock of the tunnel, n represents the type of rock, f is the Protodyakonov coefficient of the rock, σt is the tensile strength of the rock, τ is the shear strength of the rock, C is the cohesion of the rock, η1 represents the weight reflecting the Protodyakonov coefficient of the rock, η2 represents the weight reflecting the tensile strength of the rock, η3 represents the weight reflecting the shear strength of the rock, and η4 represents the weight reflecting the cohesion of the rock.

[0094] The following example demonstrates the detailed calculation process of the comprehensive strength value.

[0095] First, the consistency coefficient of various indicators for calculating the comprehensive strength value of the surrounding rock of the tunnel can be determined according to the following formula:

[0096]

[0097] In the formula, U i It is the consistency coefficient of the i-th indicator; α i It is the standard deviation of the i-th indicator; It is the average of the i-th indicator.

[0098] The weighting formulas for each index of the comprehensive strength value of tunnel surrounding rock are as follows:

[0099]

[0100] In the formula, η i It is the weight of the i-th indicator.

[0101] For example, Protodyakonov coefficient, tensile strength, shear strength, and cohesion are the first, second, third, and fourth indicators, respectively. Taking the second indicator, tensile strength, as an example, we will explain the calculation of the weighting of tensile strength.

[0102] When drilling the top, bottom, left, and right sides of the tunnel surrounding rock using an intelligent drilling rig, the tensile strength of the surrounding rock in each area is recorded. Five data points are selected for each area, for a total of 20 data points. Any abnormal data collected during data acquisition should be removed. Abnormal data is defined as data that is less than 20% or greater than 180% of the average normal data. For ease of calculation and explanation, it is assumed that no abnormal data was found, or that the number of data points remains at 20 after supplementation.

[0103] Calculate the average of the 20 selected tensile strength data.

[0104]

[0105] In the formula, σ ti It is the selected i-th tensile strength data.

[0106] Calculate the standard deviation α² of the 20 selected tensile strength data:

[0107]

[0108] Calculate the consistency coefficient U2 of the second indicator, tensile strength:

[0109]

[0110] Similarly, the consistency coefficients U1, U3, and U4 of the first, third, and fourth indicators can be calculated.

[0111] Calculate the weight η2 for the second index, tensile strength:

[0112]

[0113] Similarly, the weights η1, η3, and η4 of the first, third, and fourth indicators can be calculated.

[0114] Based on the above calculations and comprehensive strength value formula, the comprehensive strength value F(η) of the tunnel surrounding rock can be calculated.

[0115] In some implementations, determining the support method for the tunnel surrounding rock based on the comprehensive strength value includes:

[0116] When the comprehensive strength value is less than the first-level safety strength value, the support method for the surrounding rock of the tunnel is the first-stage active support. The first-stage active support includes a support system consisting of anchor bolt support, anchor cable support, metal mesh and high-strength steel strip. The support sequence is to first carry out the anchor bolt support and then carry out the anchor cable support.

[0117] When the comprehensive strength value is greater than the first-level safety strength value and less than the second-level safety strength value, the support method for the tunnel surrounding rock is the second-stage active support. The second-stage active support includes a support system consisting of anchor bolt support, ultra-long anchor cable support, and steel wire mesh and high-strength steel strip. The support sequence is to first carry out the anchor bolt support and then carry out the anchor cable support.

[0118] When the comprehensive strength value is greater than the secondary safety strength value but less than the tertiary safety strength value, the support method for the tunnel surrounding rock is three-stage support. The three-stage support includes a support system composed of anchor bolt support, ultra-long anchor cable support, steel wire mesh, high-strength steel strip and steel frame. The support sequence is to first carry out the anchor bolt support, then the anchor cable support, and finally the steel frame support.

[0119] This embodiment determines whether the tunnel requires phased support, and the required support method and sequence, based on the comprehensive strength value of the surrounding rock. Figure 2 As shown. In the first phase of active support, the anchor bolt support adopts full-length anchorage support, and the anchor cable support adopts end anchorage support. In the second and third phases of active support, both the anchor bolt support and the anchor cable support adopt full-length anchorage support.

[0120] During tunnel construction, the support system directly impacts tunnel safety; any safety issues will severely disrupt the construction process. Current technologies generally employ a single support method. However, due to the more complex geological environment of deep-buried, high-stress hard rock tunnels in high-altitude areas, a single support method is insufficient to ensure the overall stability of the tunnel construction. This embodiment, by collecting various parameters characterizing rock mechanics and calculating the weights of each parameter, obtains a comprehensive strength value. Based on this comprehensive strength value, a suitable support method is selected. This approach is not only simple and convenient to operate, saving the time and costs associated with changing support methods, but also improves the accuracy of the comprehensive strength value calculation process, providing greater guidance for tunnel construction.

[0121] In some implementations, the weights for obtaining the mechanical parameters include:

[0122] Obtain the consistency coefficients of the mechanical parameters, including the consistency coefficients of the hardness coefficient, the consistency coefficients of the tensile strength, and the consistency coefficients of the shear strength;

[0123] The sum of the consistency coefficients of the hardness coefficient, the tensile strength, and the shear strength is obtained and denoted as the sum of the consistency coefficients of the second mechanical parameters.

[0124] The weight of the hardness coefficient is obtained based on the sum of the consistency coefficient of the hardness coefficient and the consistency coefficient of the second mechanical parameter; the weight of the tensile strength is obtained based on the sum of the consistency coefficient of the tensile strength and the consistency coefficient of the second mechanical parameter; and the weight of the shear strength is obtained based on the sum of the consistency coefficient of the shear strength and the consistency coefficient of the second mechanical parameter.

[0125] In this embodiment, three main indicators reflecting rock mechanics parameters are used to determine the overall drilling progress of the tunnel surrounding rock. The consistency coefficients of these three indicators are obtained respectively, and the consistency coefficients of the three indicators are summed to obtain the weight coefficient of each indicator.

[0126] Because the units and orders of magnitude of the various indicators in the comprehensive drilling progress index for tunnel surrounding rock differ, it is difficult to directly compare the degree of difference between them. To eliminate the impact of these differences in units and orders of magnitude, it is necessary to process the weights of each indicator to obtain a consistency coefficient, which measures the degree of difference in the values ​​of each indicator. After consistency coefficient correction, all indicators have the same unit and order of magnitude. Therefore, the comprehensive drilling progress calculated using each indicator and its weight is not affected by the differences in the dimensions of the indicator parameters, thus providing more accurate guidance for construction.

[0127] The consistency coefficient of various indicators of the overall drilling progress in tunnel surrounding rock can be determined according to the following formula:

[0128]

[0129] In the formula, V i β is the consistency coefficient of the i-th indicator; i It is the standard deviation of the i-th indicator; It is the average of the i-th indicator. For example, the hardness coefficient, tensile strength, and shear strength are the 1st, 2nd, and 3rd indicators, respectively.

[0130] The weighting formulas for various indicators of the tunnel surrounding rock drilling progress are as follows:

[0131]

[0132] In the formula, k i It is the weight of the i-th indicator.

[0133] In some embodiments, determining the overall drilling progress of the tunnel surrounding rock based on the rock's hardness coefficient, tensile strength, shear strength, and their weights includes obtaining the overall drilling progress of the tunnel surrounding rock according to the following formula;

[0134]

[0135] In the formula, Z(k) represents the overall drilling progress of the surrounding rock of the tunnel, n represents the rock type, fy is the rock hardness coefficient, σt is the tensile strength of the rock, τ is the shear strength of the rock, k1 represents the weight reflecting the rock hardness coefficient, k2 represents the weight reflecting the rock tensile strength, and k3 represents the weight reflecting the rock shear strength.

[0136] In some embodiments, the construction method of determining the tunnel surrounding rock based on the overall drilling progress includes:

[0137] When the overall drilling progress is less than the expected drilling progress value, the construction method for the surrounding rock of the tunnel is to use a multi-functional rapid tunneling equipment locomotive to cut and break the rock; wherein, the multi-functional rapid tunneling equipment locomotive integrates the functions of blasting drilling, mechanical rock breaking, loading of broken rock, transport of broken rock, and tunnel support.

[0138] When the overall drilling progress is greater than the first-level expected drilling progress value but less than the second-level expected drilling progress value, the construction method for the surrounding rock of the tunnel is to use blasting to break up the surrounding rock.

[0139] When the overall drilling progress is greater than the expected drilling progress value of the second stage but less than the expected drilling progress value of the third stage, the construction method of the surrounding rock of the tunnel is to first use the blasting method to pre-split the surrounding rock, and then use the multi-functional rapid tunneling equipment locomotive to cut and break the rock.

[0140] The drilling method for the surrounding rock is determined based on the overall drilling progress of the surrounding rock, such as... Figure 3 As shown. To achieve rapid construction of hard rock tunnels, a multi-functional rapid tunneling locomotive is needed that integrates construction blasting drilling, mechanical rock breaking, loading and transporting rock fragments, and tunnel support functions.

[0141] If the rock breaking method for the tunnel surrounding rock is mechanical cutting, firstly, a multi-functional rapid tunneling equipment locomotive is used to directly cut the surrounding rock. After the surrounding rock is broken, the broken rock is loaded and transported. Then, the equipment is used to drill anchor bolts and anchor cables for tunnel support.

[0142] If the rock breaking method of the tunnel surrounding rock is blasting, firstly, a multi-functional rapid tunneling equipment locomotive is used to construct blasting boreholes. After drilling and blasting to break the rock, the ejected rock fragments are loaded and transported. Then, the same equipment is used to construct anchor bolt and anchor cable boreholes for tunnel support.

[0143] If the rock breaking method for the tunnel surrounding rock is blasting and mechanical cutting, firstly, a multi-functional rapid tunneling equipment locomotive is used to construct blasting boreholes. After the borehole blasting, the multi-functional rapid tunneling equipment locomotive is used to cut the surrounding rock, causing the tunnel surrounding rock to break under the action of blasting and mechanical cutting. The broken rock is then loaded and transported, and then the same equipment is used to construct anchor bolt and anchor cable boreholes for tunnel support.

[0144] While the present invention has been disclosed above, its scope of protection is not limited thereto. Those skilled in the art can make various changes and modifications without departing from the spirit and scope of the present invention, and all such changes and modifications will fall within the scope of protection of the present invention.

Claims

1. A comprehensive and rapid construction method for deep-buried, high-stress hard rock tunnels in high-altitude areas, characterized in that: include: Obtain the mechanical parameters of the surrounding rock of the tunnel, including the rock's hardness coefficient, tensile strength, shear strength, Protodyakonov coefficient, and cohesion. Obtain the weights of the mechanical parameters; The overall drilling progress of the tunnel surrounding rock is determined based on the rock's hardness coefficient, tensile strength, shear strength, and their weights. The tunnel excavation method for the surrounding rock is determined based on the overall drilling progress. The comprehensive strength value of the tunnel surrounding rock is determined based on the Protodyakonov coefficient, tensile strength, shear strength, cohesion, and their weights. The support construction method for the surrounding rock of the tunnel is determined based on the comprehensive strength value; The weights for obtaining the mechanical parameters include: Obtain the consistency coefficients of the mechanical parameters, including the consistency coefficients of the Protodyakonov coefficient, the consistency coefficients of the cohesion, the consistency coefficients of the tensile strength, and the consistency coefficients of the shear strength. The sum of the consistency coefficients of the Protodyakonov coefficient, the cohesion, the tensile strength, and the shear strength is obtained and denoted as the sum of the consistency coefficients of the first mechanical parameters. The weight of the Protodyakonov coefficient is obtained based on the sum of the consistency coefficient of the Protodyakonov coefficient and the consistency coefficient of the first mechanical parameter; the weight of the cohesion is obtained based on the sum of the consistency coefficient of the cohesion and the consistency coefficient of the first mechanical parameter; the weight of the tensile strength is obtained based on the sum of the consistency coefficient of the tensile strength and the consistency coefficient of the first mechanical parameter; and the weight of the shear strength is obtained based on the sum of the consistency coefficient of the shear strength and the consistency coefficient of the first mechanical parameter. The consistency coefficient for obtaining the mechanical parameters includes: The mechanical parameters are collected in different areas of the surrounding rock of the tunnel, and the number of each mechanical parameter collected in the same area is multiple. The mechanical parameters of each region of the tunnel surrounding rock are summarized to obtain the summary data; The mean and standard deviation of the mechanical parameters are obtained from the summarized data; The consistency coefficient of the mechanical parameters is obtained based on the mean and standard deviation of the mechanical parameters; The determination of the comprehensive strength value of the tunnel surrounding rock based on the Protodyakonov coefficient, tensile strength, shear strength, cohesion and their weights includes obtaining the comprehensive strength value of the tunnel surrounding rock according to the following formula; ； In the formula, The value represents the comprehensive strength of the surrounding rock of the tunnel, where n represents the rock type, f is the Protodyakonov coefficient of the rock, σt is the tensile strength of the rock, τ is the shear strength of the rock, and C is the cohesion of the rock. This represents the weights reflecting the Protodyakonov coefficients of the rock. This represents the weights reflecting the tensile strength of the rock. This represents the weights reflecting the shear strength of the rock. This represents the weights that reflect the cohesion within the rock.

2. The comprehensive and rapid construction method for deep-buried, high-stress hard rock tunnels in high-altitude areas according to claim 1, characterized in that, The consistency coefficient for obtaining the mechanical parameters also includes: The aggregated data is preprocessed to remove outlier data, resulting in valid data. The number of valid data is obtained and compared with a set number. When the number of valid data is less than the set number, the mechanical parameters of different areas of the tunnel surrounding rock are collected.

3. The comprehensive and rapid construction method for deep-buried, high-stress hard rock tunnels in high-altitude areas according to claim 2, characterized in that, The supplementary collection of mechanical parameters from different regions of the tunnel surrounding rock includes: Acquire a target area and a first number of abnormal data occurrences within the same target area, wherein the target area is the collection area where the abnormal data occurs; Obtain the absolute value of the difference between the number of valid data and the set number, as well as the number of tunnel surrounding rock collection areas; The ratio of the absolute value of the difference between the number of valid data and the set number to the number of tunnel surrounding rock collection areas; When the ratio is greater than 1, the ratio is rounded up to obtain a second number of mechanical parameters to be collected in each region of the tunnel surrounding rock. The mechanical parameters are collected in the target area in addition to the sum of the first and second quantities, and the mechanical parameters are collected in other areas besides the target area in addition to the second quantity.

4. The comprehensive and rapid construction method for deep-buried, high-stress hard rock tunnels in high-altitude areas according to claim 1, characterized in that, The method of determining the support method for the tunnel surrounding rock based on the comprehensive strength value includes: When the comprehensive strength value is less than the first-level safety strength value, the support method for the surrounding rock of the tunnel is the first-stage active support. The first-stage active support includes a support system consisting of anchor bolt support, anchor cable support, metal mesh and high-strength steel strip. The support sequence is to first carry out the anchor bolt support and then carry out the anchor cable support. When the comprehensive strength value is greater than the first-level safety strength value and less than the second-level safety strength value, the support method for the tunnel surrounding rock is the second-stage active support. The second-stage active support includes a support system consisting of anchor bolt support, ultra-long anchor cable support, and steel wire mesh and high-strength steel strip. The support sequence is to first carry out the anchor bolt support and then carry out the anchor cable support. When the comprehensive strength value is greater than the secondary safety strength value but less than the tertiary safety strength value, the support method for the tunnel surrounding rock is three-stage support. The three-stage support includes a support system composed of anchor bolt support, ultra-long anchor cable support, steel wire mesh, high-strength steel strip and steel frame. The support sequence is to first carry out the anchor bolt support, then the anchor cable support, and finally the steel frame support.

5. The comprehensive and rapid construction method for deep-buried, high-stress hard rock tunnels in high-altitude areas according to claim 1, characterized in that, The weights for obtaining the mechanical parameters include: Obtain the consistency coefficients of the mechanical parameters, including the consistency coefficients of the hardness coefficient, the consistency coefficients of the tensile strength, and the consistency coefficients of the shear strength; The sum of the consistency coefficients of the hardness coefficient, the tensile strength, and the shear strength is obtained and denoted as the sum of the consistency coefficients of the second mechanical parameters. The weight of the hardness coefficient is obtained based on the sum of the consistency coefficient of the hardness coefficient and the consistency coefficient of the second mechanical parameter; the weight of the tensile strength is obtained based on the sum of the consistency coefficient of the tensile strength and the consistency coefficient of the second mechanical parameter; and the weight of the shear strength is obtained based on the sum of the consistency coefficient of the shear strength and the consistency coefficient of the second mechanical parameter.

6. The comprehensive and rapid construction method for deep-buried, high-stress hard rock tunnels in high-altitude areas according to claim 5, characterized in that, The step of determining the overall drilling progress of the tunnel surrounding rock based on the rock's hardness coefficient, tensile strength, shear strength, and their weights includes obtaining the overall drilling progress of the tunnel surrounding rock according to the following formula; ； In the formula, The overall drilling progress of the surrounding rock of the tunnel is represented by n, where n represents the rock type, fy is the rock hardness coefficient, σt is the tensile strength of the rock, and τ is the shear strength of the rock. This represents the weights reflecting the rock hardness coefficient. This represents the weights reflecting the tensile strength of the rock. This represents the weights that reflect the shear strength of the rock.

7. The comprehensive and rapid construction method for deep-buried, high-stress hard rock tunnels in high-altitude areas according to claim 6, characterized in that, The construction method for determining the surrounding rock of the tunnel based on the overall drilling progress includes: When the overall drilling progress is less than the expected drilling progress value, the construction method for the surrounding rock of the tunnel is to use a multi-functional rapid tunneling equipment locomotive to cut and break the rock; wherein, the multi-functional rapid tunneling equipment locomotive integrates the functions of blasting drilling, mechanical rock breaking, loading of broken rock, transport of broken rock, and tunnel support. When the overall drilling progress is greater than the first-level expected drilling progress value but less than the second-level expected drilling progress value, the construction method for the surrounding rock of the tunnel is to use blasting to break up the surrounding rock. When the overall drilling progress is greater than the expected drilling progress value of the second stage but less than the expected drilling progress value of the third stage, the construction method of the surrounding rock of the tunnel is to first use the blasting method to pre-split the surrounding rock, and then use the multi-functional rapid tunneling equipment locomotive to cut and break the rock.

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