CN110331987B - Double-shield TBM tunneling construction method for hard rock stratum - Google Patents
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- 239000011435 rock Substances 0.000 title claims abstract description 194
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- 238000010276 construction Methods 0.000 title claims abstract description 73
- 238000000034 method Methods 0.000 claims description 32
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- 239000002893 slag Substances 0.000 description 5
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- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/08—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield
- E21D9/087—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield with a rotary drilling-head cutting simultaneously the whole cross-section, i.e. full-face machines
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Abstract
The invention belongs to the field of tunneling, and particularly discloses a double-shield TBM tunneling construction method for a hard rock stratum. The double-shield TBM tunneling construction method for the hard rock stratum comprises the steps of grading the tunneling suitability of the double-shield TBM under the hard rock stratum so as to guide tunneling construction and subsequent supporting according to the grading. The judgment parameters used in grading are easy to obtain and have extremely high instantaneity, and the rock wear resistance and the penetration-thrust ratio parameters are recorded when the equipment is tunneled, so that the objective condition of actual tunneling can be truly reflected, and the deviation of a theoretical test value and actual operation is avoided to the maximum extent, thereby effectively ensuring the timeliness and accuracy of grading.
Description
Technical Field
The invention belongs to the field of tunneling, and particularly relates to a double-shield TBM tunneling construction method for a hard rock stratum.
Background
In tunnel construction, the excavated rock mass is classified, so that the design of excavation parameters and support parameters of surrounding rocks under different conditions is facilitated in a targeted manner. The mechanical excavation of the tunnel usually adopts a full-face tunnel boring machine for surrounding rock excavation, and the full-face tunnel boring machine is called TBM for short; the TBM is mainly divided into an open TBM, a single shield TBM and a double shield TBM, wherein the double shield TBM has strong adaptability to geological conditions, and a cylindrical shield body structure with the diameter consistent with that of a machine is arranged on the periphery of the whole machine, so that the driving of soft and broken or complex rock strata is facilitated. The double-shield TBM tunneling construction is adopted, the quality of the surrounding rock mass is required to be considered, and the difficulty degree and the suitability degree of mechanical equipment in the tunneling process are also required to be considered, so that the double-shield TBM surrounding rock tunneling suitability classification is required, and particularly the tunneling construction of a hard rock stratum with a complex structure is required. In the specification, the rock uniaxial saturation compressive strength Rc in the range of 30-60 MPa is called hard rock, and the rock more than 60MPa is called extremely hard rock. The hard rock stratum described herein includes hard rock and extremely hard rock in the specification, i.e., rock with rock uniaxial saturated compressive strength Rc ≧ 30 MPa.
At present, the working conditions of the tunnel surrounding rock heading machine are graded by relevant technical indexes in the domestic railway industry (iron construction No. [2007] 106) - [ technical guidance of the full-face rock heading machine method of the railway tunnel ]. The grading has important guiding significance for the tunneling operation of the tunnel surrounding rock tunneling machine in the construction process and the subsequent construction links of segment installation and type selection, bean gravel filling, grouting and leakage repairing and the like.
However, in the tunneling of the double-shield TBM, the construction mode is greatly different from the construction of the traditional tunneling machine, the process control of the construction becomes a key point and a difficult point, and although the method for guiding the construction by grading the working conditions of the tunnel surrounding rock tunneling machine in the domestic railway industry has strong universality, the method has the following defects and is not suitable for the tunneling construction of the double-shield TBM. The specific defects are as follows:
1. the method relates to parameters such as longitudinal wave velocity of elastic waves of surrounding rocks and rock breaking specific work which are difficult to obtain directly, and needs to be tested additionally, so that the parameter acquisition is not real-time, the tunneling construction is difficult to guide in time, and the method is mainly used for data collection and analysis in the later construction period.
2. According to the method, surrounding rocks need to be classified firstly, and the existing authoritative surrounding rock classification methods mainly comprise a BQ classification method based on a basic quality index BQ of a rock body in a highway tunnel design specification (JTG D70-2004), a hydroelectric surrounding rock engineering geological classification HC classification method, a Q system classification method, an RMR classification method and the like in a hydroelectric power generation engineering geological survey specification (GB 50287-2016).
3. The longitudinal wave velocity of the elastic wave of the surrounding rock is referred to in two sub-terms of the surrounding rock grading and the rock integrity coefficient Kv, and the suspicion of repetition exists.
In addition, the method provides Q on the basis of the classification method of the rock Q system abroadTBMAnd the model considers the interaction of the rock machine, adds some new parameters and can predict the net tunneling speed, the utilization rate and the construction speed of the TBM. But QTBMThe model parameters are more, and all the parameters comprise 21 input parameters, meanwhile, some input parameters are irrelevant to the performance of the TBM, and other parameters are relatively difficult to obtain, need additional tests and are difficult to obtain in time to guide field construction, so that the method is not suitable for guiding the design of construction parameters and support parameters of the double-shield TBM in the hard rock formation.
Disclosure of Invention
The invention provides a double-shield TBM tunneling construction method for a hard rock stratum, which can effectively guide the tunneling construction of the double-shield TBM in the hard rock stratum in time and is beneficial to improving the construction efficiency and the construction safety.
The technical scheme adopted by the invention for solving the technical problems is as follows: the double-shield TBM tunneling construction method for the hard rock stratum comprises the step of guiding tunneling construction according to surrounding rock tunneling suitability grading of the double-shield TBM of the hard rock stratum;
the classification process of the double-shield TBM surrounding rock tunneling suitability of the hard rock stratum comprises the following steps:
s1, dividing the rock strength of the double-shield TBM construction part according to the table 1, and determining a rock strength score a;
table 1:
s2, dividing the rock integrity of the double-shield TBM construction part according to the table 2, and determining a rock integrity score b;
table 2:
s3, determining a rock quality basic score c of the double-shield TBM construction part according to a formula c which is a +2b, and finishing grading the surrounding rock tunneling stability of the double-shield TBM construction part according to a table 3;
table 3:
s4, according to the classification of the surrounding rock tunneling stability and related indexes of the tunneling difficulty degree, judging the surrounding rock tunneling suitability of the double-shield TBM in the hard rock stratum to be proper, poor and poor according to the table 4, and respectively representing the surrounding rock tunneling suitability by capital letters A, B, C and D;
table 4:
further, correcting the classification of the surrounding rock tunneling stability of the double-shield TBM construction part in the step S3 according to the S3 remarks;
s3 remarks: 1) when the trend of the structural surface is stable and the included angle between the structural surface and the axis of the tunnel is less than 20 degrees, the evaluation of the surrounding rock tunneling stability is reduced by one level; 2) when the inclination angle of the structural plane is more than 80 degrees or less than 20 degrees and the cavern collapses caused by the factor, the evaluation of the surrounding rock tunneling stability is reduced by one level; 3) when groundwater develops and unstable phenomena such as softening deformation and collapse of surrounding rocks caused by the factors occur, the evaluation of the surrounding rock tunneling stability is reduced by one level; 4) when the local stress is high and the deformation of the surrounding rock caused by the factor occurs, the evaluation of the surrounding rock tunneling stability is reduced by one level when the deformation influences the normal construction tunneling of the TBM.
Further, in step S4, during the evaluation, the wall rock tunneling stability is classified and primarily divided, and then the wall rock tunneling stability is determined according to the corresponding tunneling difficulty level index.
Further, in step S4, if the surrounding rock excavation stability is level i and the excavation difficulty is evaluated, and if the evaluation result determined by the rock wear resistance and the penetration/extrapolation ratio is inconsistent, the evaluation result determined by the rock wear resistance is selected.
Further, in step S4, if the surrounding rock excavation stability is level ii and the excavation difficulty is judged, and if the judgment result determined by the rock wear resistance and the penetration/thrust ratio is inconsistent, the level with poor excavation suitability is selected as the judgment result.
Further, in step S4, if the penetration ratio exceeds the corresponding column range in table 4 when the judgment is made based on the corresponding tunneling difficulty level index, steps S1 to S3 are performed again to reclassify the surrounding rock tunneling stability.
The invention has the beneficial effects that: the rock strength and the rock integrity can be obtained in real time along with the tunneling of the double-shield TBM, and the rock wear resistance and the penetration ratio parameters adopted in the evaluation of the tunneling difficulty can be automatically generated by mechanical equipment during the tunneling of the double-shield TBM, so that each judgment parameter does not need to be obtained by separate tests, the instantaneity is very high, the rock wear resistance and the penetration ratio parameters are recorded during the tunneling of the equipment, the objective condition of actual tunneling can be truly reflected, the deviation of a theoretical test value and actual operation is avoided to the maximum extent, the timeliness and the accuracy of the grading of the surrounding rock tunneling suitability of the double-shield TBM in the hard rock stratum are effectively ensured, the tunneling construction and the support design of the double-shield TBM in the hard rock stratum can be effectively guided in time based on the timeliness and the accuracy, and the construction efficiency and the construction safety are greatly improved.
Detailed Description
The present invention is further described below.
The double-shield TBM tunneling construction method for the hard rock stratum comprises the step of guiding tunneling construction according to surrounding rock tunneling suitability grading of the double-shield TBM of the hard rock stratum;
the classification process of the double-shield TBM surrounding rock tunneling suitability of the hard rock stratum comprises the following steps:
s1, dividing the rock strength of the double-shield TBM construction part according to the table 1, and determining a rock strength score a;
table 1:
s2, dividing the rock integrity of the double-shield TBM construction part according to the table 2, and determining a rock integrity score b;
table 2:
s3, determining a rock quality basic score c of the double-shield TBM construction part according to a formula c which is a +2b, and finishing grading the surrounding rock tunneling stability of the double-shield TBM construction part according to a table 3;
table 3:
s4, according to the classification of the surrounding rock tunneling stability and related indexes of the tunneling difficulty degree, judging the surrounding rock tunneling suitability of the double-shield TBM in the hard rock stratum to be proper, poor and poor according to the table 4, and respectively representing the surrounding rock tunneling suitability by capital letters A, B, C and D; during judgment, classification and preliminary division are generally carried out according to surrounding rock tunneling stability, and then determination is carried out according to corresponding tunneling difficulty degree indexes;
table 4:
the double-shield TBM tunneling construction method for the hard rock stratum is obtained based on the construction practice of the double-shield TBM in the hard rock area, has strong pertinence, can avoid value deviation caused by stratum difference, and ensures the construction reliability to the maximum extent. The tunneling construction is generally guided by carrying out construction parameter and support parameter design in a grading auxiliary manner according to the surrounding rock tunneling suitability of the double-shield TBM of the hard rock stratum; by directly hooking the surrounding rock tunneling stability and tunneling suitability with TBM construction operation and subsequent support design, the TBM construction and subsequent support design are guided without increasing field workload, the efficiency is greatly improved, and the cost is reduced. Generally, the tunneling operation and the support design corresponding to each grade can be referred to table 5;
table 5:
the index parameters in table 5 reflect the stability of the surrounding rock and correspond to different subsequent support measures; the adaptability degree of the TBM in the tunneling process is reflected, and the method corresponds to the subsequent TBM construction operation; therefore, the method can be directly used as a direct reference index in both construction and design.
In table 5, thrust and torque are important parameters for TBM tunneling, and tunneling speed control and quality control are generally performed according to respective values and a mutual coordination relationship between the thrust and the torque. When thrust and torque exist simultaneously, the cutter head can play a role in breaking rock.
The thrust force is: the external force provided by a plurality of groups of oil cylinders in the TBM for enabling the TBM cutter head to be attached to the rock wall and to rotate to break the rock is the sum of the thrust of each oil cylinder.
The torque is generated by the torque force which is provided by the cutterhead motor and enables the cutterhead to rotate in order to overcome the resistance of rocks when the cutterhead rotates to break rocks.
The normal tunneling speed is as follows: the value of each project is not constant due to different models, hole diameters, TBM equipment parameters and personnel operation; generally, a certain length (generally more than 500m) can be tunneled in a specific tunnel according to a normal rock mass, and the calculated average speed is used as the normal tunneling speed.
The normal rock mass is: according to the type of the tunnel (water conservancy, highway or railway), classifying according to the surrounding rocks determined in the relevant specifications, and generally taking the grade III as a normal rock mass.
The low speed means that: and the normal tunneling speed is below 60%.
Torque holding means: and an operation of increasing the thrust while keeping the torque constant after setting the torque to a certain value.
The thrust force maintaining means that: and setting the thrust to a certain value to increase the torque while keeping the thrust constant.
The normal torque and thrust values are the range values of the corresponding torque and thrust when the TBM is at the normal tunneling speed, which are obtained through statistics, in a concrete project, the normal rock mass is tunneled for a certain length.
The speed limit of the slag discharge amount control is as follows: at tunnel broken rock body section, the slag body is because of the TBM cutting production that drops except that normal design, still includes the rock mass because of self poor stability, receives the unstable rock mass that drops by oneself after the TBM disturbance, and consequently the volume of slagging-off is greater than the design value this moment. If the tunneling speed is increased, the slag discharge amount in unit time is increased and is larger than the designed value, and the tunneling speed is controlled according to the condition that the actual slag discharge amount is smaller than the maximum slag discharge capacity of the equipment.
Conventional duct pieces refer to: the design side provides a segment form adopted under the conventional geological conditions of the tunnel. When the support design adopts conventional pipe pieces, the normal gravel backfilling amount and the normal grouting amount are adopted.
The reinforced segment is as follows: the duct piece form adopted by the tunnel under the unconventional geological condition provided by the design party generally refers to a duct piece which is adopted under the poor geological condition and has a structure stronger than that of the conventional duct piece.
The classification of the surrounding rock tunneling stability is the description of objective surrounding rock conditions in the classification of the surrounding rock tunneling suitability; the classification has no characteristics of excessive classification, excessive parameters, partial parameter microcosmic, complex judgment, strong subjectivity and the like in the traditional method, has the advantages of few parameters and easiness in judgment, abandons parameters such as the longitudinal wave velocity of elastic waves of surrounding rocks needing to be obtained by other tests, judges by adopting two macroscopic indexes such as rock strength and rock integrity which are easy to obtain and main factors, and reduces the surrounding rock tunneling stability to 3 grades in a classification manner, and is simple and convenient. And the formula c is an empirical formula, is obtained by an expert evaluation method, an analytic hierarchy process and field practice evidence, scientifically determines the weight of two parameters of the rock strength and the rock integrity, and adopts the simplest model for reconstruction.
According to the method, the double-shield TBM surrounding rock tunneling suitability of the hard rock stratum is graded, the rock strength and the rock integrity of the construction part of the double-shield TBM are graded, the basic rock quality grade is calculated and determined by adopting a specific empirical formula, further, the surrounding rock tunneling stability grading of the construction part of the double-shield TBM is completed, then, the double-shield TBM surrounding rock tunneling suitability grading of the hard rock stratum is finally completed according to the surrounding rock tunneling stability grading and the related indexes of tunneling difficulty, and the purpose of combining objective surrounding rock conditions influencing the double-shield TBM tunneling with parameters representing the machine type characteristics of the double-shield TBM to evaluate the surrounding rock tunneling suitability is realized.
The double-shield TBM surrounding rock tunneling suitability grading of the hard rock stratum has the following advantages:
1) the judgment parameters are easy to obtain: due to the fact that the double-shield TBM is shielded by the shield, surrounding rocks are difficult to describe in detail; in the traditional surrounding rock grading mode, parameters such as structural surface characters and structural surface occurrence are not easy to obtain on site, and meanwhile, some parameters can be obtained only through separate tests. In the method, the surrounding rock tunneling suitability classification adopts macroscopic geological parameters and automatic acquisition parameters of mechanical equipment for judgment, and the acquisition is convenient and quick.
2) The parameter timeliness is strong: all judgment parameters can be obtained and analyzed in real time during equipment tunneling construction.
3) The penetration driving judgment is generated by automatically acquiring parameters by mechanical equipment, so that the objective tunneling state can be truly reflected, the deviation of a theoretical test value and actual operation is avoided to the maximum extent, and the hierarchical structure is more accurate.
4) The classification of the surrounding rock tunneling stability is simple, and different results caused by different subjective recognitions are reduced; only two main macroscopic parameters are judged, and the microscopic parameters or the parameters with smaller influence on the result are only contrasted in remarks, so that the judgment process is simplified, the judgment parameters are greatly reduced, and the possibility of subjective judgment errors is reduced.
5) The classification establishes a special case model applicable to hard rock regions, and the applicability is stronger than that of the existing various classification modes under the specific environment.
The penetration-thrust ratio refers to the ratio of penetration to thrust in the working process of the double-shield TBM. The through-thrust ratio is introduced as an important reference index of the tunneling difficulty degree, and in a hard rock area, the value of the index is shown in a table 4. The index is subjected to million-order excavation contrast reduction analysis in construction, and the result shows that the correspondence between the parameters and the tunneling state is the optimal combination in the parameters generated by the double-shield TBM machine, so that the description of the equipment state is most objective and accurate. Particularly, similar discrimination methods are adopted in other strata, or the cross-estimation ratio values are different due to the difference of double-shield TBM equipment, but the judgment process and the selection parameters are similar, and the method is regarded as the extension of the method.
As a preferable scheme of the invention, the double-shield TBM tunneling construction method for a hard rock formation further comprises the following steps:
correcting the classification of the surrounding rock tunneling stability of the double-shield TBM construction part in the step S3 according to the S3 remarks;
s3 remarks: 1) when the trend of the structural surface is stable and the included angle between the structural surface and the axis of the tunnel is less than 20 degrees, the evaluation of the surrounding rock tunneling stability is reduced by one level; 2) when the inclination angle of the structural plane is more than 80 degrees or less than 20 degrees and the cavern collapses caused by the factor, the evaluation of the surrounding rock tunneling stability is reduced by one level; 3) when groundwater is developed and unstable phenomena such as softening deformation and collapse of surrounding rocks caused by the factors occur, the evaluation of the surrounding rock tunneling stability is reduced by one level; 4) when the local stress level is high, and the plastic deformation of the surrounding rock caused by the factor occurs, and the deformation affects the normal construction and tunneling of the TBM, the evaluation of the tunneling stability of the surrounding rock is reduced by one level; in the hard rock stratum, the tunnel has high ground stress level when Rc/sigma max is less than 7 because of overlarge buried depth; the resistance of the TBM is increased due to plastic deformation of tunnel surrounding rocks caused by ground stress, and when the advancing speed is obviously slowed down (less than 60 percent of the normal speed) under normal tunneling parameters, the deformation influences the normal tunneling construction of the TBM; rc is the uniaxial saturated compressive strength (MPa) of the rock, and σ max is the maximum initial earth stress value (MPa) in the direction perpendicular to the hole line.
The preferred scheme directly performs the downshift processing under special conditions by taking secondary factors influencing the classification of the surrounding rock tunneling stability as remarks in step S3, thereby avoiding excessively complicated judgment processes and interference from excessive parameters under conventional conditions.
Table 4 is prone to some special cases when used due to the complexity of the combination of the judgment parameters. According to practice, the following processing modes for judging the sequence of the parameters and the occurrence of contradiction are obtained.
Specifically, in step S4, if the surrounding rock excavation stability is level i and the excavation difficulty is evaluated, and if the evaluation result determined by the rock wear resistance and the penetration/extrapolation ratio is inconsistent, the evaluation result determined by the rock wear resistance is selected.
Specifically, in step S4, if the surrounding rock excavation stability is level ii and the excavation difficulty is evaluated, and if the evaluation result determined by the rock wear resistance and the penetration/thrust ratio is inconsistent, the level with poor excavation suitability is selected as the evaluation result.
Preferably, in step S4, if the penetration ratio exceeds the corresponding range in table 4 when the evaluation is performed based on the corresponding tunneling difficulty level index, steps S1 to S3 are performed again to reclassify the surrounding rock tunneling stability.
Claims (6)
1. The double-shield TBM tunneling construction method for the hard rock stratum is characterized by comprising the step of guiding tunneling construction according to surrounding rock tunneling suitability grading of the double-shield TBM of the hard rock stratum;
the classification process of the double-shield TBM surrounding rock tunneling suitability of the hard rock stratum comprises the following steps:
s1, dividing the rock strength of the double-shield TBM construction part according to the table 1, and determining a rock strength score a;
table 1:
s2, dividing the rock integrity of the double-shield TBM construction part according to the table 2, and determining a rock integrity score b;
table 2:
s3, determining a rock quality basic score c of the double-shield TBM construction part according to a formula c which is a +2b, and finishing grading the surrounding rock tunneling stability of the double-shield TBM construction part according to a table 3;
table 3:
s4, according to the classification of the surrounding rock tunneling stability and related indexes of the tunneling difficulty degree, judging the surrounding rock tunneling suitability of the double-shield TBM in the hard rock stratum to be proper, poor and poor according to the table 4, and respectively representing the surrounding rock tunneling suitability by capital letters A, B, C and D;
table 4:
2. the double shield TBM tunneling construction method for a hard rock formation according to claim 1, characterized by: correcting the classification of the surrounding rock tunneling stability of the double-shield TBM construction part in the step S3 according to the S3 remarks;
s3 remarks: 1) when the trend of the structural surface is stable and the included angle between the structural surface and the axis of the tunnel is less than 20 degrees, the evaluation of the surrounding rock tunneling stability is reduced by one level; 2) when the inclination angle of the structural plane is more than 80 degrees or less than 20 degrees and the cavern collapses caused by the factor, the evaluation of the surrounding rock tunneling stability is reduced by one level; 3) when groundwater develops and unstable phenomena such as softening deformation and collapse of surrounding rocks caused by the factors occur, the evaluation of the surrounding rock tunneling stability is reduced by one level; 4) when the local stress is high and the deformation of the surrounding rock caused by the factor occurs, the evaluation of the surrounding rock tunneling stability is reduced by one level when the deformation influences the normal construction tunneling of the TBM.
3. The double shield TBM tunneling construction method for hard rock formations according to claim 1 or 2, characterized by: in the step S4, during judgment, the wall rock tunneling stability is classified and primarily divided according to grades, and then the wall rock tunneling stability is determined according to corresponding tunneling difficulty degree indexes.
4. The double shield TBM tunneling construction method for a hard rock formation according to claim 3, characterized in that: in step S4, if the surrounding rock excavation stability is level i and the excavation difficulty is evaluated, and if the evaluation result determined by the rock wear resistance and the penetration/extrapolation ratio is inconsistent, the evaluation result determined by the rock wear resistance is selected.
5. The double shield TBM tunneling construction method for a hard rock formation according to claim 3, characterized in that: in step S4, if the wall rock tunneling stability is level ii and the tunneling difficulty is evaluated, and if the evaluation result determined by the rock wear resistance and the penetration/thrust ratio is inconsistent, the level one with poor tunneling suitability is selected as the evaluation result.
6. The double shield TBM tunneling construction method for hard rock formations according to claim 4 or 5, characterized by: in step S4, if the penetration ratio exceeds the corresponding column range in table 4 when the evaluation is performed according to the corresponding tunneling difficulty level index, the surrounding rock tunneling stability is regressed again in steps S1 to S3.
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| CN111855961B (en) * | 2020-07-24 | 2021-10-26 | 中南大学 | Rock mass drilling quality detection method, drilling machine, server and storage medium |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN107478803B (en) * | 2017-08-01 | 2023-07-04 | 贵阳市城市轨道交通有限公司 | Construction adaptability grading method for tunnel cantilever heading machine |
| CN108397201A (en) * | 2018-01-31 | 2018-08-14 | 中铁二十二局集团第工程有限公司 | The safe construction method of rock tunnel(ling) machine |
| CN109685378B (en) * | 2018-12-27 | 2020-04-24 | 中铁工程装备集团有限公司 | TBM construction surrounding rock digchability grading method based on data mining |
| CN109630154B (en) * | 2019-01-24 | 2023-08-25 | 华能西藏雅鲁藏布江水电开发投资有限公司 | Tunneling robot for tunneling and remote mobile terminal command system |
| CN109933577B (en) * | 2019-03-08 | 2020-12-18 | 山东大学 | Tunnel tunneling prediction method and system based on TBM rock-machine parameter dynamic interaction mechanism |
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