A method and system for classifying surrounding rock suitable for water tunnel TBM construction

Abstract

The application discloses a kind of water conservancy tunnel TBM construction suitability surrounding rock classification method and system, it is related to the field of tunnel engineering.The method comprises: based on the comparison result of first index and preset first index determines surrounding rock basic class;Based on the comparison result of second index and preset second index quantitatively and / or qualitatively determines the adverse geological type of surrounding rock class;Based on the comparison result of third index and preset third index quantitatively determines the suitability grade of each adverse geological type;First-Third index is the parameter related to TBM safety, driving efficiency and / or geological index;The classification result of TBM construction suitability surrounding rock is expressed as: X is the classification result of surrounding rock basic class, and the construction mode is determined based on the suitability grade of each adverse geological type.The method can realize quickly and accurately classifying surrounding rock, strong operability, has popularization and application value, and also can determine corresponding engineering treatment measures based on the classification result of surrounding rock.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of tunnel engineering, and in particular to a method and system for classifying surrounding rock suitable for TBM construction of a hydraulic tunnel. BACKGROUND

[0002] Compared with the drill and blast method, the Tunnel Boring Machine (TBM) method is more sensitive to geological conditions, and the reasonable classification and evaluation of surrounding rock is one of the keys to the TBM method. In the water conservancy and geotechnical engineering industry, the current specifications, such as the Geotechnical Engineering Investigation Specification GB50021-2001, the Water Conservancy and Hydropower Engineering Geological Investigation Specification GB50487-2008, the Water Diversion Line Engineering Geological Investigation Specification SL629-2014, the Engineering Rock Mass Classification Standard GBT50218-2014, and the Hydraulic Tunnel Design Specification SL279-2016, all regard the classification of surrounding rock as an important content. However, the current main evaluation factors are for the stability of the surrounding rock of the tunnel and the supporting measures, and are suitable for the drill and blast method tunnel. The drill and blast method and the TBM construction principle and working environment differ greatly, and the surrounding rock failure type and reinforcement measures differ significantly. The classification of surrounding rock for TBM method design and construction not only depends on the natural geological factors of the tunnel, but also is closely related to the tunneling efficiency and tunneling parameters. Therefore, the existing surrounding rock classification method cannot meet the requirements of the TBM construction suitable surrounding rock classification.

[0003] In view of the current lack of a suitable surrounding rock classification method for TBM construction of a hydraulic tunnel, it has become a technical problem for those skilled in the art to provide a method and system for classifying surrounding rock suitable for TBM construction of a hydraulic tunnel. SUMMARY

[0004] The present application discloses a method and system for classifying surrounding rock suitable for TBM construction of a hydraulic tunnel, to solve the technical problem of the surrounding rock classification method in the related art being difficult to meet the requirements of the TBM construction suitable surrounding rock classification.

[0005] To solve the above problems, the present application adopts the following technical solutions:

[0006] The first aspect of the present application provides a method for classifying surrounding rock suitable for TBM construction of a hydraulic tunnel.

[0007] The method for classifying surrounding rock suitable for TBM construction of a hydraulic tunnel of the present application comprises the following steps:

[0008] Obtaining a first index of the surrounding rock, comparing the first index with a preset first index, and determining a basic category of the surrounding rock based on the comparison result of the first index and the preset first index, wherein the first index is a parameter related to TBM safety, tunneling efficiency and / or geological index;

[0009] obtaining a second index of the surrounding rock, comparing the second index with a preset second index, and quantitatively and / or qualitatively determining an unfavorable geological type of the surrounding rock class based on a comparison result of the second index and the preset second index, the second index being a parameter related to TBM safety, tunneling efficiency and / or geological index;

[0010] obtaining a third index of the surrounding rock, comparing the third index with a preset third index, and quantitatively determining a suitability grade of each unfavorable geological type based on a comparison result of the third index and the preset third index, the third index being a parameter related to TBM safety, tunneling efficiency and / or geological index;

[0011] The classification result of the TBM construction suitability surrounding rock is expressed by the following formula:

[0012]

[0013] Wherein, X is the classification result of the surrounding rock basic class, A, B, C… are the classification results of the surrounding rock unfavorable geological condition, and i is the suitability grade of the surrounding rock;

[0014] The construction mode is determined based on the suitability grade of each unfavorable geological type.

[0015] Further, based on the influence of the surrounding rock on TBM safety and / or tunneling efficiency, the unfavorable geological type is qualitatively divided into superhard rock, rock burst rock, fault fracture zone rock, large deformation surrounding rock, gushing water / mud rock and high external water pressure rock.

[0016] Further, based on the influence of each unfavorable geological type on TBM safety and tunneling efficiency, the suitability grade of each unfavorable geological type is divided into general, medium, poor and extremely poor.

[0017] Further, for superhard rock, the suitability grade of the surrounding rock is quantitatively determined by the following method:

[0018] Obtaining the uniaxial compressive strength value and / or the friction index value of the superhard rock;

[0019] Comparing the uniaxial compressive strength value with a uniaxial compressive strength threshold value, and / or comparing the friction index value with a friction index threshold value;

[0020] Determining the suitability grade of the superhard rock surrounding rock based on the comparison result of the uniaxial compressive strength value and the uniaxial compressive strength threshold value, and / or the comparison result of the friction index value and the friction index threshold value;

[0021] Wherein: when 150MPa≤Rb≤200MPa and / or CAI>4.0, the suitability grade of the superhard rock is poor; when Rb>200MPa, the suitability grade of the superhard rock is extremely poor;

[0022] Rb is the uniaxial compressive strength of the superhard rock, and CAI is the frictional index value of the superhard rock.

[0023] Further, for the rockburst rock, the suitability grade of the surrounding rock is determined qualitatively and quantitatively by the following way:

[0024] The sound feature, the fracture feature, the maximum depth of the burst crater, the support damage degree and the rockburst radiation energy of the rockburst rock are obtained;

[0025] The sound feature of the rockburst rock is compared with the preset sound feature, the fracture feature is compared with the preset fracture feature, the maximum depth of the burst crater is compared with the maximum depth of the burst crater threshold, the support damage degree is compared with the preset support damage degree, and the rockburst radiation energy is compared with the rockburst radiation energy threshold;

[0026] The suitability grade of the rockburst rock is determined based on the comparison results of the sound feature of the rockburst rock and the preset sound feature, the comparison results of the fracture feature and the preset fracture feature, the comparison results of the maximum depth of the burst crater and the maximum depth of the burst crater threshold, the comparison results of the support damage degree and the preset support damage degree, and the comparison results of the rockburst radiation energy and the rockburst radiation energy threshold.

[0027] Further, for the fault fracture zone rock, the suitability grade of the surrounding rock is determined quantitatively by the following way:

[0028] The fault fracture zone width value of the fault fracture zone rock is obtained;

[0029] The fault fracture zone width value is compared with the fault fracture zone width threshold;

[0030] The suitability grade of the fault fracture zone rock is determined based on the comparison results of the fault fracture zone width value and the fault fracture zone width threshold;

[0031] When L < 2m, the suitability grade of the fault fracture zone rock is general; when 2m≤L < 15m, the suitability grade of the fault fracture zone rock is medium; when 15m≤L < 30m, the suitability grade of the fault fracture zone rock is poor; and when L≥30m, the suitability grade of the fault fracture zone rock is extremely poor;

[0032] L is the fault fracture zone width value of the fault fracture zone rock.

[0033] Further, for the large deformation surrounding rock, the suitability grade of the surrounding rock is determined quantitatively by the following way:

[0034] The deformation amount and the reserved deformation amount of the large deformation surrounding rock are obtained, and the surrounding rock deformation criterion is established based on the sizes of the deformation amount and the reserved deformation amount, and the suitability grade of the large deformation surrounding rock is preliminarily determined according to the surrounding rock deformation criterion;

[0035] Obtaining the shield friction and the TBM limit thrust, and establishing a shield stress criterion based on the magnitude of the shield friction and the TBM limit thrust, and determining the suitability grade of the large-deformation surrounding rock again according to the shield stress criterion;

[0036] Wherein, when u < △R, the suitability grade of the large-deformation surrounding rock is general; when u ≥ △R, and F p <F T , the suitability grade of the large-deformation surrounding rock is medium; when u ≥ △R, and F T <F p <2F T , the suitability grade of the large-deformation surrounding rock is poor; when u ≥ △R, and F p ≥ 2F T , the suitability grade of the large-deformation surrounding rock is extremely poor.

[0037] u is the deformation of the large-deformation surrounding rock, △R is the reserved deformation, F p is the shield friction, and F T is the TBM limit thrust.

[0038] Further, for the water gushing / mud gushing rock, the suitability grade of the surrounding rock is quantitatively determined in the following manner:

[0039] Obtaining the height difference between the underground water level and the tunnel floor of the water gushing / mud gushing rock;

[0040] Comparing the height difference between the underground water level and the tunnel floor with a height difference threshold value between the underground water level and the tunnel floor;

[0041] Determining the suitability grade of the water gushing / mud gushing rock based on the comparison result of the height difference between the underground water level and the tunnel floor and the height difference threshold value between the underground water level and the tunnel floor;

[0042] Wherein, when △h < 0m, the suitability grade of the water gushing / mud gushing rock is general; when 0m ≤ △h < 30m, the suitability grade of the water gushing / mud gushing rock is medium; when 30m ≤ △h < 60m, the suitability grade of the water gushing / mud gushing rock is poor; and when △h ≥ 60m, the suitability grade of the water gushing / mud gushing rock is extremely poor.

[0043] △h is the height difference between the underground water level and the tunnel floor.

[0044] Further, for the high external water pressure rock, the suitability grade of the surrounding rock is quantitatively determined in the following manner:

[0045] Obtaining the external water pressure value of the high external water pressure rock;

[0046] Comparing the external water pressure value with an external water pressure threshold value;

[0047] determine the suitability grade of the high external water pressure rock based on the comparison result of the external water pressure value and the external water pressure threshold value;

[0048] wherein: when 0.5MPa≤P<1.0MPa, the suitability grade of the high external water pressure rock is general; when 1.0MPa≤P<5.0MPa, the suitability grade of the high external water pressure rock is medium; and P≥5.0MPa, the suitability grade of the high external water pressure rock is 3;

[0049] P is the water pressure value of the high external water pressure rock or the external water pressure value that the concrete lining can withstand.

[0050] The second aspect of the present application provides a TBM construction suitability surrounding rock classification system for hydraulic tunnels.

[0051] The TBM construction suitability surrounding rock classification system for hydraulic tunnels comprises:

[0052] The first classification module is configured to obtain a first index of the surrounding rock, compare the first index with a preset first index, and determine a basic category of the surrounding rock based on the comparison result of the first index and the preset first index, wherein the first index is a parameter related to TBM safety, tunneling efficiency and / or geological index.

[0053] The second classification module is configured to obtain a second index of the surrounding rock, compare the second index with a preset second index, and quantitatively and / or qualitatively determine an unfavorable geological type of the surrounding rock based on the comparison result of the second index and the preset second index, wherein the second index is a parameter related to TBM safety, tunneling efficiency and / or geological index.

[0054] The third classification module is configured to obtain a third index of the surrounding rock, compare the third index with a preset third index, and quantitatively determine a suitability grade of each unfavorable geological type based on the comparison result of the third index and the preset third index, wherein the third index is a parameter related to TBM safety, tunneling efficiency and / or geological index.

[0055] The output module is configured to express the classification result of the TBM construction suitability surrounding rock according to the following formula:

[0056]

[0057] wherein, X is the basic category classification result of the surrounding rock, A, B, C… are the classification results of the unfavorable geological conditions of the surrounding rock, and i is the suitability grade of the surrounding rock.

[0058] The construction mode is determined based on the suitability grade of each unfavorable geological type.

[0059] The technical solution adopted by the present application can achieve at least the following beneficial effects:

[0060] The water tunnel TBM construction suitability surrounding rock classification method of the present application firstly classifies the basic type of surrounding rock based on a first index, then classifies the adverse geological type of the surrounding rock type quantitatively and / or qualitatively based on a second index, and further quantitatively determines the suitability grade of each adverse geological type based on a third index, that is, the water tunnel TBM construction suitability surrounding rock classification method of the present application classifies the surrounding rock through three levels of classification, and quantitatively determines the suitability grade of each adverse geological type, which can realize rapid and accurate classification of the surrounding rock, has strong operability, and has popularization and application value; since the method of the present application classifies the surrounding rock based on parameters related to TBM safety, tunneling efficiency and / or geological index, that is, the surrounding rock classification of the present application not only focuses on the lithology itself, but also considers the influence of the surrounding rock on TBM safety and tunneling efficiency, and establishes the relationship between the surrounding rock and the TBM construction suitability, so that not only the surrounding rock classification can be efficiently and accurately completed, but also the corresponding engineering treatment measures can be determined based on the classification result of the surrounding rock, and the method has universality, ease of use and reliability. On the other hand, the water tunnel TBM construction suitability surrounding rock classification method of the present application represents the classification result of the surrounding rock as: Through the formula, the suitability grade of TBM construction under each geological condition can be clearly shown based on the classification of the basic type of surrounding rock, so as to quickly determine the construction mode.

[0061] That is, the water tunnel TBM construction suitability surrounding rock classification method of the present application solves the technical problem that the surrounding rock classification method in the related art cannot meet the requirement of TBM construction suitability surrounding rock classification. BRIEF DESCRIPTION OF DRAWINGS

[0062] In order to more clearly illustrate the technical solutions in the embodiments of the present application or the prior art, the drawings needed to be used in the embodiments or prior art description will be briefly introduced as follows. Obviously, the drawings in the following description are only some embodiments of the present application, and other drawings can also be obtained by those skilled in the art without creative labor.

[0063] Figure 1 is a flowchart of the water tunnel TBM construction suitability surrounding rock classification method of the present application;

[0064] Figure 2 is a flowchart of another preferred embodiment of the water tunnel TBM construction suitability surrounding rock classification method of the present application;

[0065] Figure 3 is a Pr-Rb relationship curve diagram of superhard rock in the present application;

[0066] Figure 4 is a FPI-Rb relationship curve diagram of superhard rock in the present application;

[0067] Figure 5 is a statistical chart of the width of the broken zone of the adhesive layer encountered by different TBM construction states of the embodiment of the present application;

[0068] Figure 6 is a flow chart of the suitability classification of the large deformation surrounding rock of the embodiment of the present application;

[0069] Figure 7 is a module diagram of the TBM construction suitability surrounding rock classification system of the hydraulic tunnel of the embodiment of the present application;

[0070] In the figure: 101, first classification module; 102, second classification module; 103, third classification module; 104, output module. DETAILED DESCRIPTION

[0071] In order to make the purpose, technical scheme and advantages of the present application more clear, the technical scheme of the present application will be described in detail below. Obviously, the described embodiments are only some of the embodiments of the present application, not all. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative labor are within the scope of protection of the present application.

[0072] The terms "first", "second" and the like in the specification and claims of the present application are used to distinguish similar objects, not to describe a specific order or sequence. It should be understood that the data used in this way can be interchanged under appropriate circumstances, so that the embodiments of the present application can be implemented in an order other than those illustrated or described herein, and the objects distinguished by "first", "second" and the like are generally of a kind, not limited to the number of objects, for example, the first object can be one or more. In addition, "and / or" in the specification and claims means at least one of the connected objects, and the character " / ", generally indicates that the front and rear associated objects are in an "or" relationship.

[0073] The embodiments of the present application will be described in detail below in combination with the accompanying drawings Figures 1 to 7 The hydraulic tunnel TBM construction suitability surrounding rock classification method and system provided by the embodiments of the present application are described in detail through specific embodiments and their application scenarios.

[0074] The inventive concept of the present application is that, in view of the current lack of suitable surrounding rock classification method for TBM construction of hydraulic tunnel, the present application combines the characteristics of TBM equipment, considers the key geological conditions that affect safe and efficient construction, and proposes a quantifiable hydraulic tunnel TBM construction suitability surrounding rock classification method based on the classification and grading of various factors, and relies on engineering for application verification, which can effectively solve the current difficulty of TBM construction of hydraulic tunnel without suitable surrounding rock classification method, and the difficulty of surrounding rock evaluation and support design.

[0075] The embodiment provides a method for classifying TBM construction suitability of surrounding rock of a hydraulic tunnel.

[0076] Figure 1 A flow chart of the method for classifying TBM construction suitability of surrounding rock of a hydraulic tunnel is shown. Figure 1 The method for classifying TBM construction suitability of surrounding rock of a hydraulic tunnel comprises the following steps:

[0077] Step 100: obtaining a first index of the surrounding rock, comparing the first index with a preset first index, and determining a basic category of the surrounding rock based on a comparison result of the first index and the preset first index, wherein the first index is a parameter related to TBM safety, tunneling efficiency and / or geological index.

[0078] Step 200: obtaining a second index of the surrounding rock, comparing the second index with a preset second index, and quantitatively and / or qualitatively determining an unfavorable geological type of the surrounding rock based on a comparison result of the second index and the preset second index, wherein the second index is a parameter related to TBM safety, tunneling efficiency and / or geological index.

[0079] Step 300: obtaining a third index of the surrounding rock, comparing the third index with a preset third index, and quantitatively determining a suitability grade of each unfavorable geological type based on a comparison result of the third index and the preset third index, wherein the third index is a parameter related to TBM safety, tunneling efficiency and / or geological index.

[0080] Step 400: the classification result of the TBM construction suitability of the surrounding rock is expressed as follows:

[0081]

[0082] wherein X is the classification result of the basic category of the surrounding rock, A, B, C… are the classification results of the unfavorable geological conditions of the surrounding rock, and i is the suitability grade of the surrounding rock.

[0083] The construction mode is determined based on the suitability grade of each unfavorable geological type.

[0084] The water tunnel TBM construction suitability surrounding rock classification method of the embodiment firstly classifies the basic type of the surrounding rock based on the first index, then classifies the adverse geological type of the surrounding rock type based on the second index quantitatively and / or qualitatively, and further quantitatively determines the suitability grade of each adverse geological type based on the third index, that is, the water tunnel TBM construction suitability surrounding rock classification method of the embodiment classifies the surrounding rock through three levels, and quantitatively determines the suitability grade of each adverse geological type, so that the surrounding rock can be quickly and accurately classified, and the operability is strong, and the method has popularization and application value; since the method of the embodiment classifies the surrounding rock based on the parameters related to the TBM safety, the tunneling efficiency and / or the geological index, that is, the surrounding rock classification of the embodiment not only focuses on the lithology itself, but also considers the influence of the surrounding rock on the TBM safety and the tunneling efficiency, and establishes the relationship between the surrounding rock and the TBM construction suitability, so that the surrounding rock classification can be efficiently and accurately completed, and the corresponding engineering treatment measures can be determined based on the classification result of the surrounding rock, and the method has universality, ease of use and reliability. On the other hand, the water tunnel TBM construction suitability surrounding rock classification method of the embodiment represents the classification result of the surrounding rock as: Through the formula, the suitability grade of the TBM construction under each geological condition can be clearly displayed based on the classification of the surrounding rock basic type, so as to quickly determine the construction mode. That is, the water tunnel TBM construction suitability surrounding rock classification method of the embodiment solves the technical problem that the surrounding rock classification method in the related art cannot meet the requirement of the TBM construction suitability surrounding rock classification.

[0085] According to a preferred embodiment, the surrounding rock basic type is determined based on the method for classifying the surrounding rock in the “Water Conservancy and Hydropower Engineering Geological Exploration Specification” GB50487-2008. Specifically, the rock strength, rock mass integrity, structure surface state, underground water, structure surface occurrence and surrounding rock stress ratio of the surrounding rock are obtained to divide the surrounding rock into five categories, and the stability is used to evaluate the surrounding rock, and the specific classification details are not described in detail.

[0086] Based on the “Water Conservancy and Hydropower Engineering Geological Exploration Specification” GB50487-2008, the surrounding rock basic type is divided into five categories, and the specific classification result is shown in Table 1.

[0087] Table 1 Classification result table of surrounding rock basic type

[0088]

[0089] That is, X in the formula may be represented by I, II, III, IV and V respectively.

[0090] According to one preferred embodiment, based on the influence of surrounding rock on TBM safety and / or tunneling efficiency, the adverse geological types are qualitatively classified as super-hard rock, rock burst rock, fault fracture zone rock, large deformation surrounding rock, gushing water / mud rock and high external water pressure rock. The classification method of the preferred embodiment of the present application is based on the basic classification of rock mass in the "Code for Geological Exploration of Water Conservancy and Hydropower Engineering" GB50487-2008, and considers the influence of tunneling efficiency and adverse geological conditions on the classification of surrounding rock. The classification method is universal, easy to promote, and has high reliability, avoiding the problem that the classification method is unreliable due to the consideration of too many factors and the key factors. By quantitatively and / or qualitatively analyzing the influence of adverse geological conditions on tunneling efficiency, the adverse geological types of surrounding rock are divided into six types: super-hard rock, rock burst rock, fault fracture zone rock, large deformation surrounding rock, gushing water / mud rock and high external water pressure rock. The characteristics of each adverse geological condition and its influence on TBM construction are shown in Table 2.

[0091] Table 2: Statistics of characteristics of each adverse geological condition and its influence on TBM construction

[0092]

[0093]

[0094] i.e. formula can be expressed as formula

[0095] According to one preferred embodiment, based on the influence of each adverse geological type on TBM safety and tunneling efficiency, the suitability grade of each adverse geological type is divided into general, medium, poor and extremely poor. The classification method of the preferred embodiment of the present application considers the safety and tunneling efficiency of TBM, and divides the applicability of TBM in adverse geological conditions into four grades: general, medium, poor and extremely poor, which can be represented by numbers 1-4. The classification method of the preferred embodiment of the present application further considers the influence of each adverse geological type on TBM safety and tunneling efficiency, and divides the applicability of TBM in adverse geological conditions into four grades: general, medium, poor and extremely poor, further improving the universality, generalizability and reliability of the classification method of the present embodiment. The suitability grade of adverse geological type and its influence on TBM construction is shown in Table 3.

[0096] Table 3: Statistics of suitability grade of adverse geological type and its influence on TBM construction

[0097]

[0098]

[0099] i.e. formula The number 'i' in the equation can be represented by 1, 2, 3, and 4.

[0100] Figure 2 A flowchart illustrating another preferred embodiment of the TBM construction suitability surrounding rock classification method for hydraulic tunnels according to the embodiments of this application is shown. Figure 2 As shown, when the basic surrounding rock classification is unknown, the surrounding rock is first classified into five categories based on parameters such as rock strength, rock mass integrity, structural plane condition, groundwater, structural plane occurrence, and surrounding rock stress ratio. Then, a TBM (Toyota Burmester) suitability classification for the surrounding rock is performed. When the basic surrounding rock classification is known, a TBM suitability classification can be performed directly. The TBM suitability classification for the surrounding rock includes determining the unfavorable geological types of the surrounding rock category and the suitability level for each unfavorable geological type. The method for determining the suitability level for each unfavorable geological type is detailed below.

[0101] According to a preferred embodiment, for ultrahard rock, the suitability level of the surrounding rock is quantitatively determined as follows:

[0102] Step 311: Obtain the uniaxial compressive strength and / or friction index of the ultrahard rock;

[0103] Step 312: Compare the uniaxial compressive strength value of the rock with the uniaxial compressive strength threshold of the rock, and / or compare the friction index value with the friction index threshold;

[0104] Step 313: Determine the suitability level of the ultrahard rock surrounding rock based on the comparison results of the rock uniaxial compressive strength value and the rock uniaxial compressive strength threshold, and / or the comparison results of the friction index value and the friction index threshold.

[0105] When 150MPa≤Rb≤200MPa and / or CAI>4.0, the suitability grade of the ultrahard rock is poor; when Rb>200MPa, the suitability grade of the ultrahard rock is very poor; Rb is the uniaxial compressive strength of the ultrahard rock, and CAI is the friction index value of the ultrahard rock.

[0106] Specifically, when encountering intact rock masses during tunnel construction, the TBM excavation status is mainly affected by the rock's hardness and abrasiveness. The threshold factors considered in the preferred technical solution for classifying ultra-hard rock in this embodiment mainly include: the relationship and sensitivity between the rock's uniaxial compressive strength (Rb) and the TBM's net excavation speed (Pr), the field penetration index (FPI), and the rock's abrasiveness and the degree of TBM tool wear.

[0107] Depend on Figure 3The Pr-Rb relationship curve of the Pr-Rb relationship curve can be seen that for the good rock mass with RQD>90 integrity, Pr decreases with the increase of Rb, and when Rb>150MPa, the decrease of Pr slows down. When Pr=0.5m / h, the Rb corresponding to each curve is: Graham curve 157.05MPa, Yagiz curve 169.81MPa and Du Lijie curve 121.83MPa, and the average value is about 150MPa. Therefore, the superhard rock classification can take 150MPa as a reference threshold of Rb. Figure 4 The FPI-Rb relationship curve of the FPI-Rb relationship curve can be seen that the change of FPI value is positively correlated with Rb, and the growth is more obvious in the high strength area. When FPI=70(kN / cutter) / (mm / rev), the Rb corresponding to each curve is: Hassanpour curve 189.63MPa, Salimi curve 241.27MPa and Du Lijie curve 172.05MPa, and the average value is 200.98MPa, close to 200MPa. Therefore, Rb=200MPa is taken as the second reference threshold for the classification of superhard rock.

[0108] Based on the characteristics of the influence of rock uniaxial compressive strength (Rb) and friction index (CAI) on TBM construction, the superhard rock is divided into two categories, and the specific results are shown in Table 4.

[0109] Table 4 Classification table of superhard rock

[0110]

[0111] The water tunnel TBM construction suitability surrounding rock classification method of the preferred technical scheme of the embodiment can classify the suitability grade of superhard rock based on rock uniaxial compressive strength and friction index, and can reflect the influence of each suitability grade of superhard rock on TBM tunneling state. Further, the construction method can be reasonably selected based on the suitability grade of superhard rock. Specifically, for A3 category, the TBM construction condition is poor, and the performance of each type of cutter should be evaluated comprehensively by combining the cutter wear amount and rate in the transition area, the cutter wear condition in the face-cutter area, the service life of the whole cutter, the limit wear condition, and the cutter consumption in the 2km trial tunneling stage, and the matching management of the cutter and the geological condition is established. For A4 category: the TBM construction condition is extremely poor, in addition to the measures for A3 grade surrounding rock, drilling super strong splitting, super high pressure water jet, microwave and other auxiliary rock breaking means should be used to improve the rock breaking efficiency and reduce the cutter wear.

[0112] According to a preferred embodiment, for rock burst rock, the suitability grade of surrounding rock is determined qualitatively and quantitatively by the following methods:

[0113] Step 321: Obtain the sound characteristic, fracture characteristic, maximum depth of blast crater, support damage degree and rock burst radiation energy of the rock burst rock;

[0114] Step 322: comparing the sound feature of the rock burst rock with the preset sound feature, comparing the fracture feature with the preset fracture feature, comparing the maximum depth of the explosion crater with the maximum depth of the explosion crater threshold, comparing the support damage degree with the preset support damage degree, and comparing the rock burst radiation energy with the rock burst radiation energy threshold;

[0115] Step 323: determining the suitability grade of the rock burst rock based on the comparison results of the sound feature of the rock burst rock with the preset sound feature, the comparison results of the fracture feature with the preset fracture feature, the comparison results of the maximum depth of the explosion crater with the maximum depth of the explosion crater threshold, the comparison results of the support damage degree with the preset support damage degree, and the comparison results of the rock burst radiation energy with the rock burst radiation energy threshold.

[0116] Specifically, when the rock burst is serious, it will cause the surrounding rock to collapse, causing the TBM excavation to be blocked, the machine to be stuck, and other problems, which seriously affect the safety construction and the excavation efficiency of the tunnel. The classification of the rock burst rock is divided into two stages, namely the survey design stage and the construction stage.

[0117] In the survey stage, the suitability grade of the surrounding rock of the rock burst rock is quantitatively determined by the following methods:

[0118] The rock strength and stress of the rock burst rock are obtained, and the rock strength stress ratio of the rock burst rock is calculated;

[0119] The rock strength stress ratio is compared with the rock strength stress ratio threshold;

[0120] The suitability grade of the rock burst rock is determined based on the comparison results of the rock strength stress ratio and the rock strength stress ratio threshold.

[0121] When 4 < Rb / σ ≤ 7, the suitability grade of the rock burst rock is general; when 2 < Rb / σ ≤ 4, the suitability grade of the rock burst rock is medium; when 1 < Rb / σ ≤ 2, the suitability grade of the rock burst rock is poor; and when Rb / σ ≤ 1, the suitability grade of the rock burst rock is extremely poor; Rb is the uniaxial compressive strength of the rock burst rock, and σ is the maximum principal stress of the rock burst rock.

[0122] In the survey design stage, due to the limited available data, the rock strength stress ratio can be used to determine the rock burst grade, and the division results are shown in Table 5.

[0123] Table 5 Classification of rock burst rock (survey design stage)

[0124] Rank <B1> [B2] [B3] B4 Discrimination threshold 4 < Rb / σ ≤ 7 2 < Rb / σ ≤ 4 1 < Rb / σ ≤ 2 Rb / σ ≤ 1

[0125] In the construction stage, the rock burst TBM construction suitability classification mainly considers the sound feature, the fracture feature, the maximum depth of the explosion crater, and the support damage degree. If there is microseismic monitoring, the rock burst radiation energy is also considered, and the division results are as follows:

[0126] B1: Sound characteristics: sound is not obvious, or weak crackling, tearing, if no mechanical noise, human ear can occasionally hear. Surrounding rock rupture characteristics: fresh fracture, thickness of about several centimeters, the surface of the surrounding rock appears burst off or peeling, mostly thin, shuttle-shaped rock pieces, some rock pieces slightly inflated but not stripped, basically not ejection, excavation section may appear continuous development. The maximum depth of the blast crater: less than 0.3m. Support damage degree: a small amount of cracking and cracking deformation for a long time, the initial support of the concrete layer will appear local uplift; the shaft of the anchor rod (or water anchor rod) slowly increases. Rock burst radiation energy: less than 10 2 J.

[0127] B2: Sound characteristics: there is a clear burst sound, similar to a bullet shooting or detonator burst, rock burst can hear the tearing of the rock. Surrounding rock rupture characteristics: fresh fracture, thickness is generally in 5-20cm, there is a more serious surrounding rock burst off phenomenon, mainly for sheet, block, a small amount of ejection occurs, accompanied by mild shock, in the intact rock mass, the blast crater is "V" type or bowl-shaped, the surrounding rock damage is mostly located in the local area of the excavation section, which can be continuously developed in some sections. The maximum depth of the blast crater: 0.3-1.0m. Support damage degree: the anchor rod in the damage area is suspended on the rock wall, the initial support of the concrete layer and the hanging net appears to fall off, and the rod body may appear a small amount of bending deformation. Rock burst radiation energy: 10 2 ~10 5 J.

[0128] B3: Sound characteristics: the sound is loud, similar to the sound of explosive blasting. Surrounding rock rupture characteristics: fresh fracture, rock mass is large, thickness is between 20-40cm, surrounding rock appears large burst off, strong projection and strong vibration, accompanied by rock powder injection phenomenon, quickly fills the excavation space; in the intact rock mass, the blast crater is "V" type, which can reveal the structure surface or use the structure surface as the damage boundary, the damage mainly occurs in a large range of the excavation section, occasionally affecting the entire excavation section, which is usually not continuously developed in the section, but the same damage location may occur several times. The maximum depth of the blast crater: 1.0-3.0m. Support damage degree: most of the anchor rods in the damage area are pulled out or broken, the concrete layer and the hanging net of the initial support or system support appear large area collapse or burst damage; the rod body of the anchor rod suspended on the rock wall appears serious bending and deformation; the arch frame or steel arch rib support is used, the arch frame appears large deformation, and the local joint appears fracture. Rock burst radiation energy: 10 5 ~10 7 J.

[0129] B4: Sound characteristics: loud, similar to the sound of a shell explosion or a muffled thunder. Surrounding rock rupture characteristics: rock size mixed, block size sorting poor, surrounding rock large area burst collapse, instant influx of rock blocks in the excavation space, serious when can close the excavation section, the damage area is connected into a whole, the form is complex, even the excavation section is damaged by rock burst, the rock powder is sprayed and the excavation space is filled instantly; it can reveal the structure surface or use the structure surface as the damage boundary, the damage will affect the whole excavation section, and the frequency is low. The maximum depth of the explosion pit is greater than 3.0m. The damage degree of support: in the damage area, most of the support is damaged and loses the supporting ability, and even is buried by the burst rock block; the system support concrete spraying layer and mesh appear large area collapse, or burst seriously. The radiation energy of rock burst is greater than 10 7 J.

[0130] The water tunnel TBM construction suitability surrounding rock classification method of the preferred technical scheme of the embodiment classifies the suitability grade of rock burst rock based on the rock strength stress ratio, which can reflect the influence of each suitability grade of rock burst rock on the safety and tunneling efficiency of TBM. Further, the construction mode can be reasonably selected based on the suitability grade of rock burst rock. Specifically, for the B1 category: the influence on construction is small, and no special treatment is needed. For the B2 category: (1) use the water spraying system on the equipment to soften the surrounding rock surface by spraying water; (2) system encryption anchor rod and the like to achieve the purpose of quickly controlling rock burst collapse; at the same time, stress release short hole is done, the exposed surrounding rock is sprayed with water, and the energy to be released is converted into heat energy to weaken the intensity of rock burst; (3) after carefully prying the dangerous rock of the tunnel wall and the working face, 3cm thick concrete is sprayed in time to close the surrounding rock. For the B3 category: (1) change the ordinary gasket type anchor rod to a large gasket expansion type prestressed hollow grouting anchor rod to apply prestress in advance; (2) use nanomaterials or steel drill rods and fiber concrete to improve the speed of surrounding rock closure and reinforcement; (3) the steel arch is recommended to use H150 type steel, and the steel diameter of the steel bar row is appropriately increased. For the B4 category: drill holes through the advanced water hammer drill, inject water within a certain range, change the physical and mechanical properties of the rock, reduce the brittleness and energy storage capacity of the rock, and thus reduce the intensity of rock burst. After the shield is exposed, the above medium rock burst treatment measures can be used, and steel pipe pieces can be installed to strengthen the initial support.

[0131] According to one preferred embodiment, for fault fracture zone rock, the suitability grade of the surrounding rock is quantitatively determined by the following methods:

[0132] Step 331: obtaining the fault fracture zone width value of the fault fracture zone rock;

[0133] Step 332: comparing the fault fracture zone width value with the fault fracture zone width threshold value;

[0134] Step 333: determining the suitability grade of the fault fracture zone rock based on the comparison result of the fault fracture zone width value and the fault fracture zone width threshold value.

[0135] When L < 2m, the suitability grade of the fault fracture zone rock is general; when 2m≤L < 15m, the suitability grade of the fault fracture zone rock is medium; when 15m≤L < 30m, the suitability grade of the fault fracture zone rock is poor; and when L≥30m, the suitability grade of the fault fracture zone rock is extremely poor; L is the fault fracture zone width value of the fault fracture zone rock.

[0136] Specifically, when the TBM tunneling tunnel encounters a fault fracture zone, the excavation construction difficulty will be increased to a certain extent. Due to the low rock mass strength and poor integrity, problems such as collapse, deformation, sudden mud and water inrush are prone to occur, which has a great construction risk and affects the tunneling efficiency. Different construction measures are taken according to different fault fracture zone widths, which meets the actual construction requirements. The fault fracture zone widths encountered by the TBM in four TBM construction states, i.e., normal TBM passing, grouting reinforced surrounding rock passing, using reinforcement mode to treat jamming (without excavating a pilot tunnel or constructing a pipe roof), constructing a pipe roof or excavating a pilot tunnel to treat jamming, are counted, and the counting results are shown in Table 5. Figure 5 .

[0137] The statistical results show that when the fault fracture zone width is less than 2m, the TBM can pass smoothly; when the fault fracture zone width is 10-20m, the TBM has a certain risk of jamming during tunneling, but the TBM can pass smoothly by taking measures such as pre-grouting reinforced surrounding rock; when the fault fracture zone width is 15-30m, the TBM has a greater risk of jamming, and in actual construction, the jamming can be basically treated by using the grouting reinforcement mode; when the fault fracture zone width is greater than 30m, the TBM construction state deteriorates sharply, and generally a pilot tunnel is excavated by artificial excavation, the TBM walks through, and if necessary, the drill and blast method is used to excavate and the TBM slides through.

[0138] The preferred technical solutions of the present embodiment take the width as the basis for dividing the construction applicability when the TBM construction encounters a fault fracture zone, and corresponding construction measures and treatment measures for jamming accidents can be taken for each grade. The TBM construction suitability grade division of the fault fracture zone rock is shown in Table 6.

[0139] Table 6: Fault fracture zone rock classification table

[0140] Rank [C1] [C2] [C3] [C4] Width / m <2 2～15 15～30 >30

[0141] The water tunnel TBM construction suitability surrounding rock classification method of the preferred technical solution of the embodiment classifies the fault fracture zone rock based on the fracture zone width value, and can reflect the influence of each suitability level of the fault fracture zone rock on the TBM tunneling efficiency. Further, the construction method can be reasonably selected based on the suitability level of the fault fracture zone rock. Specifically, for the C1 category: there is basically no influence on the TBM tunnel construction, and it can be directly passed through. For the C2 category: it is passed through in the mode of "low speed, small thrust, less downtime, and fast tunneling", the disturbance to the surrounding rock of the adverse geological section is reduced by effectively controlling the tunneling parameters, and the development of collapse and block falling is limited; at the same time, the abnormal damage of the cutter is reduced, and the probability of frequent cutter replacement in the adverse geological section is reduced. For the C3 category: the tunnel tunneling face and the surrounding broken rock mass need to be grouted and reinforced before slowly tunneling through. For the C4 category: TBM construction is not suitable, and artificial excavation of the pilot tunnel and TBM bypass mode should be adopted.

[0142] According to a preferred embodiment, for the large deformation surrounding rock, the suitability level of the surrounding rock is quantitatively determined by the following method:

[0143] Step 341: Obtain the deformation amount and the reserved deformation amount of the large deformation surrounding rock, and establish a surrounding rock deformation criterion based on the size of the deformation amount and the reserved deformation amount, and preliminarily determine the suitability level of the large deformation surrounding rock according to the surrounding rock deformation criterion;

[0144] Step 342: Obtain the shield friction and the TBM limit thrust, and establish a shield stress criterion based on the size of the shield friction and the TBM limit thrust, and determine the suitability level of the large deformation surrounding rock again according to the shield stress criterion.

[0145] When u < ΔR, the suitability level of the large deformation surrounding rock is general; when u ≥ ΔR and F p <F T , the suitability level of the large deformation surrounding rock is medium; when u ≥ ΔR and F T <F p <2F T , the suitability level of the large deformation surrounding rock is poor; and when u ≥ ΔR and F p ≥ 2F T , the suitability level of the large deformation surrounding rock is extremely poor; u is the deformation amount of the large deformation surrounding rock, ΔR is the reserved deformation amount, F p is the shield friction, and F T is the TBM limit thrust.

[0146] Specifically, the large deformation of the surrounding rock can cause the TBM cutter to be stuck or the shield to be stuck, which seriously affects the tunneling speed. Considering the characteristics of the tunnel surrounding rock deformation and the TBM shield stress, the TBM jamming risk of the large deformation surrounding rock can be reasonably evaluated, so as to determine the construction suitability classification standard based on the potential TBM jamming state.

[0147] According to the surrounding rock deformation criterion and the shield stress criterion, the large deformation surrounding rock TBM construction suitability classification is determined, and the classification standard flow chart is shown in Figure 6 , and the classification results are shown in Table 7.

[0148] Table 7 Large deformation surrounding rock classification table

[0149]

[0150]

[0151] The water tunnel TBM construction suitability surrounding rock classification method of the preferred technical solution of the embodiment can classify the suitability grades of the large deformation surrounding rock based on the surrounding rock deformation criterion and the shield stress criterion, and can reflect the influence of each suitability grade of the large deformation surrounding rock on the TBM tunneling state. Further, the construction method can be reasonably selected based on the suitability grade of the large deformation surrounding rock. Specifically, for the D1 category: it can be directly passed through, and advanced support measures can be taken if necessary. For the D2 category: it is appropriate to adopt “low speed, small thrust, less downtime, and fast tunneling” to pass through, and advanced pre-grouting to reinforce the surrounding rock can be performed if necessary. For the D3 category: it is appropriate to pre-grouting to reinforce the surrounding rock, and to pass through slowly, and an artificial excavation pilot tunnel and TBM bypass can be used if necessary. For the D4 category: it is appropriate to use artificial excavation pilot tunnel and TBM walking through, and drilling and blasting method can be used if necessary.

[0152] According to one preferred embodiment, for the gushing water / gushing mudstone, the suitability grade of the surrounding rock is quantitatively determined by the following method:

[0153] Step 351: Obtain the height difference between the underground water level and the tunnel floor of the gushing water / gushing mudstone;

[0154] Step 352: Compare the height difference between the underground water level and the tunnel floor with the height difference threshold between the underground water level and the tunnel floor;

[0155] Step 353: Determine the suitability grade of the gushing water / gushing mudstone based on the comparison result of the height difference between the underground water level and the tunnel floor and the height difference threshold between the underground water level and the tunnel floor.

[0156] When △h<0m, the suitability grade of the gushing water / gushing mudstone is general; when 0m≤△h<30m, the suitability grade of the gushing water / gushing mudstone is medium; when 30m≤△h<60m, the suitability grade of the gushing water / gushing mudstone is poor; and when △h≥60m, the suitability grade of the gushing water / gushing mudstone is extremely poor; △h is the height difference between the underground water level and the tunnel floor.

[0157] Specifically, the occurrence of gushing water and gushing mud will seriously affect the construction safety and construction progress, and is one of the key factors affecting the TBM surrounding rock classification. Considering the influence of gushing water and gushing mud in the TBM surrounding rock classification can dynamically correct and avoid risks based on construction feedback information, which is an effective way to reduce losses and risk control in the process of tunnel construction.

[0158] For the gushing water and gushing mud surrounding rock open TBM suitability classification, the gushing water disaster level is divided into four levels according to the rock layer inclination and the height difference between the underground water level and the tunnel floor, as shown in Table 8.

[0159] Table 8 Classification table of gushing water and gushing mud

[0160]

[0161] The water tunnel TBM construction suitability surrounding rock classification method of the preferred technical solution of the embodiment classifies the suitability level of gushing water and gushing mud rock based on the height difference between the rock underground water level and the tunnel floor, which can reflect the influence of each suitability level of gushing water and gushing mud rock on the safety and driving efficiency of TBM. Further, the construction method can be reasonably selected based on the suitability level of gushing water and gushing mud rock. Specifically, for E1 category: basically no influence on tunnel construction, can pass directly, and if necessary, take advanced support measures. For E2 category: can pass slowly and continuously, and if necessary, take advanced pre-grouting to reinforce the surrounding rock and perform plugging. For E3 category: take pre-grouting to reinforce the surrounding rock and plug the disaster passage, pass slowly, and if necessary, take artificial excavation of pilot tunnel for treatment. For E4 category: take pre-grouting to reinforce the surrounding rock and plug the disaster passage, pass slowly, and if necessary, take artificial excavation of pilot tunnel for treatment.

[0162] According to one preferred embodiment, for high external water pressure rock, the suitability level of the surrounding rock is quantitatively determined by the following method:

[0163] Step 361: Obtain the external water pressure value of the high external water pressure rock;

[0164] Step 362: Compare the external water pressure value with the external water pressure threshold value;

[0165] Step 363: Determine the suitability level of the high external water pressure rock based on the comparison result of the external water pressure value and the external water pressure threshold value.

[0166] When 0.5MPa≤P<1.0MPa, the suitability level of the high external water pressure rock is general; when 1.0MPa≤P<5.0MPa, the suitability level of the high external water pressure rock is medium; and when P≥5.0MPa, the suitability level of the high external water pressure rock is 3; P is the water pressure value of the high external water pressure rock or the external water pressure value that the concrete lining can withstand.

[0167] Specifically, high external water pressure is a major engineering geological problem of deep buried tunnels. Its hazards mainly have several aspects: high external water pressure leads to gushing water during construction, affecting the normal construction of TBM; with high pressure gushing water, the fillings in the fault fracture zone or fissure are eroded, thereby affecting the stability of the surrounding rock of the underground cavern; the over-high external water pressure acting on the lining may cause the concrete lining to be damaged.

[0168] The preferred technical scheme of the embodiment regulates from two aspects of tunnel water outlet state and allowable external water pressure of concrete lining, divides the high external water pressure risk into three levels of 0.5-1.0 MPa (general risk), 1.0-5.0 MPa (moderate risk) and greater than 5.0 MPa (high risk). The TBM construction applicability level of high external water pressure surrounding rock can refer to Table 9.

[0169] Table 9 Classification table of high external water pressure rock

[0170] Rank F1 F2 F3 External water pressure / MPa 0.5～1.0 1.0～5.0 ＞5.0

[0171] The TBM construction suitability surrounding rock classification method of the preferred technical scheme of the embodiment classifies the suitability level of high external water pressure rock based on the external water pressure value, which can reflect the influence of each suitability level of high external water pressure rock on the TBM tunneling state. Further, the construction method can be reasonably selected based on the suitability level of high external water pressure rock. Specifically, for the F1 category: drain and depressurize through the advance drill of TBM. For the F2 category: drill hole drainage and depressurization, advance pre-grouting. For the F3 category: advance pre-grouting, tunnel radial consolidation grouting, etc.

[0172] Specific application: A certain long-distance water conveying tunnel in Xinjiang has a length of 41.82 km, and the topographic and geological conditions are relatively complex, mainly adopting the drill and blast method and TBM construction. The hole section of pile number 37+653-38+538 is an altered rock, and the surrounding rock is buried at a depth of nearly 800 m. According to the different alteration degrees, the basic surrounding rock classification method is mainly used with IV class surrounding rock.

[0173] The TBM is open type, and the maximum reserved deformation that can be excavated is 300 mm. The cutter head diameter is 6530 mm, and the diameter after diameter change is 6830 mm. According to the construction hole section geological exploration data and design scheme, the related parameters of TBM construction suitability classification of large deformation surrounding rock are shown in Table 10.

[0174] Table 10 Parameter table of TBM construction suitability classification of large deformation

[0175]

[0176] According to the surrounding rock deformation criterion, the surrounding rock deformation u is greater than the reserved deformation ΔR, and thus the shield force needs to be determined. The frictional force Fp calculated by the formula is 28970 kN, which is less than F T After comparison, F T <F p <2F T According to the calculation and analysis, the large deformation surrounding rock classification grade of the TBM construction tunnel section is D3. The TBM construction suitability surrounding rock classification method is applied to the section, the classification results are shown in Table 11, and the corresponding construction suggestions are proposed.

[0177] Table 11 TBM construction suitability surrounding rock classification statistical table

[0178]

[0179]

[0180] The embodiment also provides a water tunnel TBM construction suitability surrounding rock classification system.

[0181] The water tunnel TBM construction suitability surrounding rock classification system provided by the embodiment includes a first classification module 101, a second classification module 102, a third classification module 103, and an output module 104, as shown in Figure 7 .

[0182] The first classification module 101 is configured to obtain a first index of the surrounding rock, compare the first index with a preset first index, and determine a basic category of the surrounding rock based on a comparison result of the first index and the preset first index. The first index is a parameter related to TBM safety, tunneling efficiency, and / or geological index.

[0183] The second classification module 102 is configured to obtain a second index of the surrounding rock, compare the second index with a preset second index, and quantitatively and / or qualitatively determine an unfavorable geological type of the surrounding rock category based on a comparison result of the second index and the preset second index. The second index is a parameter related to TBM safety, tunneling efficiency, and / or geological index.

[0184] The third classification module 103 is configured to obtain a third index of the surrounding rock, compare the third index with a preset third index, and quantitatively determine a suitability grade of each unfavorable geological type based on a comparison result of the third index and the preset third index. The third index is a parameter related to TBM safety, tunneling efficiency, and / or geological index.

[0185] The output module 104 is configured to express a classification result of the TBM construction suitability surrounding rock according to the following formula:

[0186]

[0187] Wherein, X is the basic type of surrounding rock classification result, A, B, C… is the surrounding rock unfavorable geological condition classification result, i is the surrounding rock suitability grade;

[0188] The construction mode is determined based on the suitability grade of each unfavorable geological type.

[0189] As to the above system, the specific steps of the operation of each module have been described in detail in the embodiment related to the method, and will not be described in detail here. Each module in the above system can be realized by software, hardware and their combination in whole or in part. Each module described above can be embedded in or independent of the processor in the computer device in hardware form, or can be stored in the memory in the computer device in software form, so as to be called and executed by the processor to perform the operation corresponding to each module.

[0190] The hydraulic tunnel TBM construction suitability surrounding rock classification system of the embodiment includes a first classification module 101, a second classification module 102, a third classification module 103 and an output module 104. Through the system, the surrounding rock can be classified in three levels, and the suitability grade of each unfavorable geological type can be quantitatively determined, so that the surrounding rock can be quickly and accurately classified, and the operability is strong, and the system has a popularization and application value. The system not only focuses on the lithology itself condition, but also considers the influence of the surrounding rock on the safety and tunneling efficiency of TBM, establishes the relationship between the surrounding rock and the TBM construction suitability, so that the surrounding rock classification can be efficiently and accurately completed, and the corresponding engineering treatment measures can be determined based on the classification result of the surrounding rock, and the system has universality, ease of use and reliability. On the other hand, the classification result of the surrounding rock is represented as: Through the formula, the suitability grade of TBM construction under each geological condition can be clearly shown based on the classification of the basic type of surrounding rock.

[0191] Specifically, the hydraulic tunnel TBM construction suitability surrounding rock classification system of the embodiment relies on the discrimination conditions of the classification of various types of surrounding rock unfavorable geological conditions, classifies the surrounding rock after inputting the key information, and the classification result can be quickly summarized. For TBM tunnel excavation construction, the geological conditions are complex, and the geological description is required to be high. Based on the system, the surrounding rock classification can be conveniently and intuitively realized, and the corresponding engineering measure suggestion can be provided according to different unfavorable geological conditions, and the work efficiency is improved.

[0192] The embodiment also provides a hydraulic tunnel TBM construction suitability surrounding rock classification platform. The classification platform includes: an input layer, the input layer is used for collecting required data; a support layer, the support layer transmits information with the input layer through a network, and classifies the hydraulic tunnel TBM construction suitability surrounding rock based on the data collected by the input layer; an application layer, used for displaying classification results, auditing and querying, etc.

[0193] The embodiment also provides a computer device. The computer device can be a server, and the computer device comprises a processor and a memory connected through a system bus. The processor of the computer device is configured to provide computing and control capabilities. The memory of the computer device comprises a non-volatile storage medium and an internal memory. The non-volatile storage medium stores an operating system, a computer program and a database. The internal memory provides an environment for running the operating system and the computer program in the non-volatile storage medium. The computer program is executed by the processor to implement the method for classifying surrounding rock of hydraulic tunnel TBM construction suitability.

[0194] The embodiment also provides a computer readable storage medium. The storage medium stores a computer program, and the computer program is executed by the processor to implement the method for classifying surrounding rock of hydraulic tunnel TBM construction suitability.

[0195] Any process or method descriptions, or any other descriptions herein, can be understood as representing embodiments of implementations that include one or more steps, portions of code, or portions of instructions for implementing the specified logical functions or steps, and the scope of preferred embodiments of the present application encompasses other implementations that can be made without departing from the spirit of the present application, and that can perform logical functions or steps in other orders, including substantially concurrently or in reverse order, and that can include additional or fewer processes or steps, as would be understood by one of ordinary skill in the art.

[0196] It should be understood that portions of the present application can be realized with hardware, software, firmware or a combination thereof. In the above embodiments, a plurality of steps or methods can be realized with software or firmware stored in a memory and executed by a suitable instruction execution system. For example, if realized with hardware, and as in another embodiment, any one or a combination of the following technologies known in the art can be used: discrete logic circuitry having logic gates for implementing logic functions on data signals, application specific integrated circuits having appropriate combinational logic gates, programmable gate arrays (PGA), field programmable gate arrays (FPGA), and the like.

[0197] Those skilled in the art of the present technology can understand that all or part of the steps carried out by the above-mentioned embodiment method can be completed by a program instructing relevant hardware, and the program can be stored in a computer readable storage medium. The program, when executed, includes one of the steps of the method embodiment or a combination thereof.

[0198] In addition, each of the functional units in the embodiments of the present application can be integrated in a processing module, or each unit can exist alone physically, or two or more units can be integrated in a module. The above-mentioned integrated module can be realized in the form of hardware or in the form of a software function module. When the integrated module is realized in the form of a software function module and is sold or used as an independent product, it can be stored in a computer readable storage medium.

[0199] The storage medium mentioned above can be a read-only memory, a magnetic disk or an optical disk, etc.

[0200] It should be noted that, in this document, the terms "comprising", "including", or any other variant thereof are intended to cover a non-exclusive inclusion, such that processes, methods, articles, or apparatuses that comprise a list of elements are not limited to those elements, but can also include other elements not expressly listed, or can also include elements inherent in such processes, methods, articles, or apparatuses. Without more limitations, the element defined by the statement "comprising a" does not exclude the presence of additional identical elements in the process, method, article, or apparatus that includes the element. In addition, it should be pointed out that the scope of the methods and apparatuses in the embodiments of the present application is not limited to performing functions in the order shown or discussed, but can also include performing functions in a substantially simultaneous manner or in a reverse order, for example, the described method can be performed in an order different from that described, and various steps can also be added, omitted, or combined. In addition, the features described with reference to certain examples can be combined in other examples.

[0201] The above is only a specific implementation of the present application, but the protection scope of the present application is not limited thereto, any person skilled in the art can easily think of changes or replacements within the technical range disclosed by the present application, which should be covered within the protection scope of the present application.

Claims

1. A method for classifying surrounding rock suitability for TBM construction in hydraulic tunnels, characterized in that, Including the following steps: The first index of the surrounding rock is obtained, the first index is compared with the preset first index, and the basic category of the surrounding rock is determined based on the comparison result of the first index and the preset first index. The first index is a parameter related to the safety of TBM, tunneling efficiency and / or geological indicators. A second index of the surrounding rock is obtained, and the second index is compared with a preset second index. Based on the comparison result of the second index and the preset second index, the unfavorable geological type of the surrounding rock category is quantitatively and / or qualitatively determined. The second index is a parameter related to TBM safety, tunneling efficiency and / or geological indicators. Based on the influence of the surrounding rock on TBM safety and / or tunneling efficiency, the unfavorable geological type is qualitatively classified into: ultra-hard rock, rockburst rock, fault fracture zone rock, large deformation surrounding rock, water inrush / mud inrush rock and high external water pressure rock. The third index of the surrounding rock is obtained, and the third index is compared with the preset third index. Based on the comparison results of the third index and the preset third index, the suitability level of each unfavorable geological type is quantitatively determined. The third index is a parameter related to TBM safety, tunneling efficiency and / or geological indicators. Based on the impact of each unfavorable geological type on TBM safety and tunneling efficiency, the suitability level of each unfavorable geological type is divided into: general, medium, poor and very poor. The classification results of the surrounding rock suitability for TBM construction are expressed by the following formula: Where X represents the basic classification result of the surrounding rock, A, B, C... represent the classification result of unfavorable geological conditions of the surrounding rock, and i represents the suitability level of the surrounding rock; The construction method is determined based on the suitability level of each unfavorable geological type.

2. The method for classifying surrounding rock suitability for TBM construction in hydraulic tunnels according to claim 1, characterized in that, For ultrahard rock, the suitability level of the surrounding rock is quantitatively determined as follows: Obtain the uniaxial compressive strength and / or friction index of ultrahard rock; Compare the uniaxial compressive strength value of rock with the uniaxial compressive strength threshold of rock, and / or compare the friction index value with the friction index threshold; The suitability level of ultrahard rock surrounding rock is determined based on the comparison results of the uniaxial compressive strength value and the uniaxial compressive strength threshold of rock, and / or the comparison results of the friction index value and the friction index threshold. Wherein: when 150 MPa≤Rb≤200 MPa and / or CAI>4.0, the suitability grade of ultrahard rock is poor; when Rb>200 MPa, the suitability grade of ultrahard rock is very poor. Rb is the uniaxial compressive strength of the ultrahard rock, and CAI is the friction index value of the ultrahard rock.

3. The method for classifying surrounding rock suitability for TBM construction in hydraulic tunnels according to claim 1, characterized in that, For rockburst rock, the suitability level of the surrounding rock is determined qualitatively and quantitatively using the following methods: To obtain the acoustic characteristics, fracture characteristics, maximum crater depth, support damage degree, and rockburst radiation energy of rockburst; The acoustic characteristics of rockburst were compared with preset acoustic characteristics, fracture characteristics with preset fracture characteristics, maximum crater depth with maximum crater depth threshold, support damage degree with preset support damage degree, and rockburst radiation energy with rockburst radiation energy threshold. The suitability level of rockburst rock is determined based on the comparison results of the acoustic characteristics of rockburst with the preset acoustic characteristics, the fracture characteristics with the preset fracture characteristics, the maximum depth of the crater with the maximum depth threshold of the crater, the degree of support damage with the preset degree of support damage, and the rockburst radiation energy with the rockburst radiation energy threshold.

4. The method for classifying surrounding rock suitability for TBM construction in hydraulic tunnels according to claim 1, characterized in that, For rocks in fault fracture zones, the suitability level of the surrounding rock is quantitatively determined as follows: Obtain the width value of the fault fracture zone in the fault fracture zone rock; Compare the fault fracture zone width value with the fault fracture zone width threshold; The suitability level of the fault fracture zone rock is determined based on the comparison between the fault fracture zone width value and the fault fracture zone width threshold. Specifically, when L < 2 m, the suitability grade of the fault fracture zone rock is general; when 2 m ≤ L < 15 m, the suitability grade of the fault fracture zone rock is medium; when 15 m ≤ L < 30 m, the suitability grade of the fault fracture zone rock is poor; and when L ≥ 30 m, the suitability grade of the fault fracture zone rock is extremely poor. L represents the width of the fault fracture zone in the fault fracture zone rock.

5. The method for classifying surrounding rock suitability for TBM construction in hydraulic tunnels according to claim 1, characterized in that, For large deformation surrounding rock, the suitability level of the surrounding rock is quantitatively determined by the following method: Obtain the deformation amount and reserved deformation amount of the large deformation surrounding rock, and establish the surrounding rock deformation criterion based on the magnitude of the deformation amount and reserved deformation amount. Based on the surrounding rock deformation criterion, preliminarily determine the suitability level of the large deformation surrounding rock. Obtain the shield friction and TBM ultimate thrust, and establish a shield stress criterion based on the magnitude of the shield friction and TBM ultimate thrust. Then, determine the suitability level of the large deformation surrounding rock based on the shield stress criterion. Among them, when u < ΔR, the suitability level of the surrounding rock with large deformation is general; when u ≥ ΔR, and F p <F T When u ≥ ΔR, and F T <F p <2F T When u ≥ ΔR, and F p ≥2F T At that time, the suitability grade of the surrounding rock with large deformation was extremely poor; u represents the deformation of the surrounding rock under large deformation, ΔR represents the reserved deformation, and F p Shield friction resistance, F T This represents the ultimate thrust of a TBM.

6. The method for classifying surrounding rock suitability for TBM construction in hydraulic tunnels according to claim 1, characterized in that, For sudden water / mud inrush, the suitability level of the surrounding rock is quantitatively determined as follows: Obtain the groundwater level and the height difference between the tunnel floor and the inrush water / mudstone. The height difference between the groundwater level and the tunnel floor is compared with the threshold for the height difference between the groundwater level and the tunnel floor. The suitability level of the sudden water inrush / mud inrush is determined based on the comparison results between the height difference between the groundwater level and the tunnel floor and the threshold of the height difference between the groundwater level and the tunnel floor. Specifically, when Δh < 0 m, the suitability level of the water inrush / mud inrush is average; when 0 m ≤ Δh < 30 m, the suitability level of the water inrush / mud inrush is medium; when 30 m ≤ Δh < 60 m, the suitability level of the water inrush / mud inrush is poor; and when Δh ≥ 60 m, the suitability level of the water inrush / mud inrush is extremely poor. △h represents the height difference between the groundwater level and the tunnel floor.

7. The method for classifying surrounding rock suitability for TBM construction in hydraulic tunnels according to claim 1, characterized in that, For rocks with high external water pressure, the suitability level of the surrounding rock is quantitatively determined as follows: Obtain the external water pressure value of rocks with high external water pressure; Compare the external water pressure value with the external water pressure threshold; The suitability level of rocks with high external water pressure is determined based on the comparison results between the external water pressure value and the external water pressure threshold. Among them: when 0.5 MPa≤P<1.0 MPa, the suitability grade of high external water pressure rock is general; when 1.0 MPa≤P<5.0 MPa, the suitability grade of high external water pressure rock is medium; when P≥5.0 MPa, the suitability grade of high external water pressure rock is 3. P represents the outflow pressure of rock with high external water pressure or the external water pressure that the concrete lining can withstand.

8. A classification system for surrounding rock suitability for TBM construction in hydraulic tunnels, characterized in that, include: The first classification module is used to obtain the first index of the surrounding rock, compare the first index with the preset first index, and determine the basic category of the surrounding rock based on the comparison result of the first index and the preset first index. The first index is a parameter related to TBM safety, tunneling efficiency and / or geological indicators. The second classification module is used to obtain the second index of the surrounding rock, compare the second index with the preset second index, and quantitatively and / or qualitatively determine the unfavorable geological type of the surrounding rock based on the comparison result of the second index and the preset second index. The second index is a parameter related to TBM safety, tunneling efficiency and / or geological indicators. Based on the influence of the surrounding rock on TBM safety and / or tunneling efficiency, the unfavorable geological type is qualitatively classified into: ultra-hard rock, rockburst rock, fault fracture zone rock, large deformation surrounding rock, water inrush / mud inrush rock and high external water pressure rock. The third classification module is used to obtain the third index of the surrounding rock, compare the third index with the preset third index, and quantitatively determine the suitability level of each unfavorable geological type based on the comparison result of the third index and the preset third index. The third index is a parameter related to TBM safety, tunneling efficiency and / or geological indicators. Based on the impact of each unfavorable geological type on TBM safety and tunneling efficiency, the suitability level of each unfavorable geological type is divided into: general, medium, poor and very poor. The output module is used to express the classification results of the surrounding rock suitability for TBM construction as follows: Where X represents the basic classification result of the surrounding rock, A, B, C... represent the classification result of unfavorable geological conditions of the surrounding rock, and i represents the suitability level of the surrounding rock; The construction method is determined based on the suitability level of each unfavorable geological type.

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