CN109854252A - Underground engineering complete control method stage by stage - Google Patents
Underground engineering complete control method stage by stage Download PDFInfo
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- CN109854252A CN109854252A CN201910104508.9A CN201910104508A CN109854252A CN 109854252 A CN109854252 A CN 109854252A CN 201910104508 A CN201910104508 A CN 201910104508A CN 109854252 A CN109854252 A CN 109854252A
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Abstract
The invention discloses underground engineering complete control methods stage by stage, it solves the problems, such as that surrounding rock control method easily causes safety accident in the prior art, with the beneficial effect that can carry out effective support to complex conditions underground engineering wall rock according to method for protecting support stage by stage, its scheme is as follows: underground engineering complete control method stage by stage, after Underground Engineering Excavation, comprehensive classification is carried out to country rock；According to country rock comprehensive classification as a result, establishing country rock external load model, and establish different supporting stage surrounding rock stability numerical simulations and supporting mechanical model；Surrouding rock deformation index and supporting stress index are obtained according to surrounding rock stability numerical simulation and supporting mechanical model, selects supporting optimization design scheme stage by stage；After optimization design scheme field application, Real-Time Evaluation is carried out to Surrounding Rock Control effect；According to Surrounding Rock Control effect Real-Time Evaluation as a result, dynamic optimization completely controls design of its support stage by stage.
Description
Technical field
The present invention relates to security technology area in underground engineering, more particularly to underground engineering complete controlling party stage by stage
Method.
Background technique
The underground engineerings such as China's mine working, traffic tunnel, subway, power station have obtained unprecedented development, have become
For universally acknowledged underground engineering construction quantity and the first big country of construction scale.
Enter the new stage as underground engineering develops and utilizes, underground engineering is gradually to Deep Underground Space and complexity
Condition underground space development, the complex geological conditions underground engineering such as weak, fault belt of high stress, dead-soft sharply increase,
Great challenge is caused to adjoining rock stability control and construction safety, the engineerings such as landslide, large deformation, support unit fracture often occurs
Problem results in huge safety accident and economic loss.
Traditional underground engineering wall rock control method has the disadvantage that
(1) for underground engineering under complex geological condition, single traditional support pattern intensity such as Bolt net and jet, I-steel and
The serious safeties accident such as insufficient rigidity, easily initiation vault inbreak, large deformation, support unit fracture.
(2) at present without effective country rock quick in situ stage division and Surrounding Rock Control effect real-time estimating method, normal basis
Engineering analogy determines that supporting parameter and opportunity, design of its support lack quantitative basis, optimization not in time, easily cause supporting improperly
Problem.
Complete control method is common real by drilling classification, stage by stage supporting and Real-Time Evaluation optimization stage by stage for underground engineering
It is existing.Country rock digital rig is carried out after Underground Engineering Excavation and obtains rock reaction force distribution, rock crushing area range, in combination
Matter condition carries out different zones country rock comprehensive classification, and carries out surrounding rock stability numerical simulation according to the parameter of acquisition, establishes
Country rock external load model and supporting mechanical model.According to country rock comprehensive classification as a result, in conjunction with numerical simulation result and supporting stress
Calculated result judges that first stage bolt-mesh-spurting supporting, the high-strength bolt-grouting support of second stage, bottom plate are administered, and the phase III is high-strength fixed
Amount allows filling and support after pressure arch supporting and flexible wall whether to meet Surrounding Rock Control and require and determine Optimum Support parameter designing.
Real-Time Evaluation and dynamic are carried out to Surrounding Rock Control effect using digital rig test macro and wall rock's level instrument after field application
Optimization.
Complete control method can accurately determine rock reaction force distribution, rock crushing range to underground engineering stage by stage
With different zones country rock comprehensive classification and Real-Time Evaluation and dynamic optimization can be carried out to Surrounding Rock Control effect.According to numerical simulation
The method for protecting support stage by stage determined with supporting Force Calculation can carry out effective support, tool to complex conditions underground engineering wall rock
There is high-strength, Gao Gang, safe and efficient.There is presently no announce above-mentioned correlation technique.
Summary of the invention
For overcome the deficiencies in the prior art, the present invention provides underground engineering complete control method stage by stage, this method
Effective support can be carried out to underground engineering wall rock, to realize the safe and efficient construction of underground engineering.
The concrete scheme of underground engineering complete control method stage by stage is as follows:
Underground engineering complete control method stage by stage, comprising:
After Underground Engineering Excavation, comprehensive classification is carried out to country rock；
According to country rock comprehensive classification as a result, establishing country rock external load model, and establish different supporting stage surrounding rock stabilities
Numerical simulation and supporting mechanical model；
Surrouding rock deformation index and supporting stress index are obtained according to surrounding rock stability numerical simulation and supporting mechanical model,
Select supporting optimization design scheme stage by stage；
After optimization design scheme field application, Real-Time Evaluation is carried out to Surrounding Rock Control effect；
According to Real-Time Evaluation as a result, dynamic optimization completely controls design of its support stage by stage.
Above-mentioned control method can accurately determine rock reaction force distribution, rock crushing range and different zones country rock
Comprehensive classification can carry out Real-Time Evaluation and dynamic optimization to Surrounding Rock Control effect, and according to evaluation result, to complex conditions
Lower engineering surrounding rock carries out effective support, has the characteristics that high-strength, Gao Gang, safe and efficient, safe to complex conditions underground engineering
Efficiently construction is of great significance.
Further, digital rig test is carried out to country rock using digital drilling machine after Underground Engineering Excavation, obtains country rock
Mechanics parameter distribution, rock crushing area range carry out different zones country rock comprehensive classification in conjunction with geological conditions.
Further, the rock reaction force is according to digital rig with brill parameter and rock mass equivalent mechanical parameter relationship
Formula obtains, including different rock crushing areas range and rock mass difference degree of crushing range of the same race；
Further, the rock reaction force includes country rock body uniaxial compressive strength, cohesive strength, internal friction angle, elasticity
Modulus, Poisson's ratio.
Further, described surrouding rock deformation index to be obtained with supporting mechanical model according to numerical simulation and supporting stress refers to
Mark selects supporting optimization design scheme stage by stage, specifically includes following content:
1-1) according to country rock comprehensive classification as a result, carry out first stage bolt-mesh-spurting supporting surrounding rock stability numerical simulation and
Supporting Force Calculation obtains surrouding rock deformation index and supporting stress index, judges whether Surrounding Rock Control meets the requirements；
1-2) if satisfied, determining bolt-mesh-spurting supporting optimal parameter design；If it is not, then according to country rock comprehensive classification as a result, into
The high-strength bolt-grouting support of row second stage, bottom plate administer surrounding rock stability numerical simulation and supporting Force Calculation, obtain surrouding rock deformation
Index and supporting stress index, judge whether Surrounding Rock Control meets the requirements；
If 1-3) meeting the requirements, determine that high-strength bolt-grouting support parameter, bottom plate administer optimal parameter design, if it is not, according to enclosing
Rock comprehensive classification as a result, carry out the phase III it is high-strength quantitatively allow pressure arch supporting and flexible wall after filling and support adjoining rock stability
Property numerical simulation and supporting Force Calculation, obtain surrouding rock deformation index and supporting stress index, determine the high-strength pressure arch that quantitatively allows
Optimum Support parameter designing.
Country rock digital rig is carried out after Underground Engineering Excavation to test to obtain rock reaction force distribution, rock crushing area model
Enclose, in conjunction with geological conditions, carry out different zones country rock comprehensive classification, in conjunction with surrounding rock stability numerical simulation result and supporting by
Power calculated result judges that first stage bolt-mesh-spurting supporting, the high-strength bolt-grouting support of second stage country rock, bottom plate are administered, the phase III
It is high-strength that filling and support after pressure arch supporting and flexible wall is quantitatively allowed whether to meet Surrounding Rock Control and require and determine Optimum Support system
Design scheme using digital rig test macro and wall rock's level instrument carries out Surrounding Rock Control effect after field application real-time
Evaluation and dynamic optimization.
Further, the surrouding rock deformation index includes section amount of convergence, roof to floor convergence, country rock shrinking percentage；It is described
Supporting stress index include rockbolt stress, anchor cable stress, grouted anchor bar stress, grouting cable anchor stress, support with backfilling body stress and
Arch stress.
Further, the step 1-2) insole board administration way includes grouting cable anchor+release drainage and anchor cable beam+release
Band+cement mortar, grouting cable anchor are joined according to release drainage parameter, anchor cable beam according to anchor cable beam according to grouting cable anchor parameter, release drainage
Number, cement grout are constructed respectively according to cement grout parameter, and release drainage is set to bottom plate unilateral side or two sides.
Further, determine that high-strength anchor note parameter is set with supporting mechanical model according to the surrounding rock stability numerical simulation
Meter, high-strength anchor note parameter designing include traditional grouted anchor bar, grouting cable anchor parameter designing, the high-strength grouted anchor bar of combined type, slip casting
Cable parameters design, wall rock grouting parameter designing.
Further, the release drainage parameter designing, grouting cable anchor parameter designing, anchor cable beam parameter designing, cement grout
Parameter designing by the comprehensive classification result and numerical simulation of core of digital rig by determining.
Further, the step 1-4) in by it is high-strength quantitatively allow pressure arch Optimum Support parameter designing determine it is high-strength
Quantitatively allow pressure arch supporting, it is high-strength quantitatively allow pressure arch supporting include node quantitatively allow filling technique after pressure technology, flexible wall,
Allow the pressure arch assembling technique and efficient perfusion technique of core concrete, i.e., high-strength quantitatively to allow pressure arch parameter designing include node
Filling parameters after pressure parameter designing, flexible wall are quantitatively allowed to design, allow and press arch parameter designing and core concrete parameter designing.
Further, the node quantitatively allows pressure parameter designing to refer to and quantitatively allows pressure to the arch by allowing pressure device to form
Node parameter is designed.
Further, filling parameters design refers to the flexibility filled between arch and anchor note country rock after the flexible wall
Filler parameter is designed, and the flexible filling material includes but is not limited to foam concrete, steel fiber reinforced concrete.
Further, described to allow pressure arch parameter designing to refer to forming whole Pin quantitatively to allow every section steel arch-shelf of pressure arch
Parameter is designed, and described allows pressure arch to carry out assembly by manpower and mechanization, and mechanization is spelled by multi-functional arch
It is assembled that installation and auxiliary arch assembling machine carry out arch.
Further, the core concrete parameter designing refers to quantitatively allowing the concrete parameters that are perfused in pressure arch
It is designed.The core concrete includes normal concrete and steel fiber reinforced concrete.
Further, after the optimization design scheme field application, to the method for Surrounding Rock Control effect progress Real-Time Evaluation
Including surrouding rock deformation monitoring, supporting load-bearing monitor, surrouding rock stress monitoring and digital rig test；
Further, the wall rock deformation monitoring method includes using convergence ruler, Sopwith staff, roof separation indicator and multi-point
It moves meter and carries out wall rock's level.
Further, the supporting load-bearing monitor method includes passing through anchor pole, anchor dynamometer, individual prop dynamometer
Carry out supporting load-bearing monitor.
Further, the surrouding rock stress monitoring method is to carry out surrouding rock stress monitoring using borehole stressmeter.
Further, the digital rig test method is using digital drilling machine to the underground engineering after supporting stage by stage
Country rock carries out digital rig, obtain country rock after supporting stage by stage with boring parameter, by after supporting stage by stage with boring parameter and rock
Body equivalent strength relational expression obtains country rock equivalent strength increase rate after supporting stage by stage, to determine Surrounding Rock Control effect
Amount evaluation.
Compared with prior art, the beneficial effects of the present invention are:
1) present invention can by digital rig technology accurately determine rock reaction force distribution, rock crushing range and
Different zones country rock comprehensive classification, and real-time monitoring evaluation and dynamic optimization can be carried out to Surrounding Rock Control effect.
2) present invention is according to digital rig country rock comprehensive classification result, country rock external load model, surrounding rock stability Numerical-Mode
Effective support can be carried out to underground engineering wall rock by fitting the supporting stage by stage that supporting Mechanics Calculation determines, to realize underground
Engineering safety, efficiently construction.
3) the complete stage by stage control method of the present invention has the characteristics that high-strength, Gao Gang, safe and efficient, to complex conditions
Lower engineering safety, which is efficiently constructed, to be of great significance.
Detailed description of the invention
Fig. 1 is process flow chart of the invention；
Fig. 2 is to carry out digital rig test using digital drilling machine after Underground Engineering Excavation；
Fig. 3 is first stage bolt-mesh-spurting supporting schematic diagram；
Fig. 4 is the high-strength bolt-grouting support of second stage country rock, bottom plate improvement schematic diagram；
Fig. 5 be the phase III it is high-strength quantitatively allow pressure arch supporting and flexible wall after filling and support schematic diagram；
Fig. 6 is Surrounding Rock Control effect Real-Time Evaluation schematic diagram；
In figure, 1, country rock；2, digital drilling machine；3, gunite concrete；4, common bolt；5, high-strength grouted anchor bar；6, high-strength
Grouting cable anchor；7, release drainage；8, anchor cable beam；Filler after 9 flexible walls；10, the high-strength pressure arch that quantitatively allows.
Specific embodiment
It is noted that following detailed description is all illustrative, it is intended to provide further instruction to the application.Unless
Otherwise indicated, all technical and scientific terms used herein has and the application person of an ordinary skill in the technical field
Normally understood identical meanings.
It should be noted that term used herein above is merely to describe specific embodiment, and be not intended to restricted root
According to the illustrative embodiments of the application.As used herein, unless the context clearly indicates otherwise, otherwise singular shape
Formula be also intended to include plural form, additionally, it should be understood that, when in the present specification use term "comprising" and/or
When " comprising ", existing characteristics, step, operation, device, component and/or their combination are indicated.
As background technique is introduced, the deficiencies in the prior art, in order to solve technical problem as above, this
Application proposes underground engineering complete control method stage by stage.
In a kind of typical embodiment of the application, underground engineering complete control method stage by stage,
Step 1: digital rig test is carried out to country rock 1 after Underground Engineering Excavation using digital drilling machine 2, obtains country rock
Mechanics parameter distribution, rock crushing area range carry out different zones country rock comprehensive classification in conjunction with geological conditions.
Step 2: according to digital rig comprehensive classification as a result, establishing country rock external load model, and different supporting ranks are carried out
Section surrounding rock stability numerical simulation and supporting Force Calculation.
Step 3: first stage bolt-mesh-spurting supporting surrounding rock stability numerical simulation and supporting Force Calculation are carried out, is enclosed
Rock deforms index and supporting stress index, and the length, array pitch and pretightning force, spray of common bolt 4 are determined according to calculated result
Penetrate the model and thickness of concrete 3.
Surrouding rock deformation of the surrouding rock deformation index including section amount of convergence, roof to floor convergence and country rock shrinking percentage refers to
Mark, supporting stress index include rockbolt stress, anchor cable stress, grouted anchor bar stress, grouting cable anchor stress, support with backfilling body by
Power and arch stress.If surrouding rock deformation index and supporting stress index are met the requirements, bolt-mesh-spurting supporting is Optimum Support side
Method.
Step 4: in the first stage after bolt-mesh-spurting supporting, if the control of top plate, lane side is unsatisfactory for requiring, second stage is carried out
High-strength bolt-grouting support, if Control of floor is unsatisfactory for requiring, according to digital rig country rock comprehensive classification as a result, carrying out second-order
Duan Gaoqiang bolt-grouting support, bottom plate administer surrounding rock stability numerical simulation and supporting Force Calculation, obtain surrouding rock deformation index and branch
Stress index is protected, 6 length of high-strength grouted anchor bar 5 and high-strength grouting cable anchor, array pitch and slip casting are determined according to calculated result
Amount, grouting pressure, grout coordinate ratio, additive types and content, determine 8 diameter of 7 width of release drainage, depth and anchor cable beam,
Length.
According to surrouding rock deformation index and supporting stress index, judge whether Surrounding Rock Control meets the requirements.If second stage is high
After strong bolt-grouting support, bottom plate are administered, top plate, lane side, Control of floor are all satisfied requirement, then second stage is Optimum Support method.
Bottom plate administration way includes grouting cable anchor+release drainage and anchor cable beam+release drainage+cement mortar, grouting cable anchor according to
Grouting cable anchor parameter, release drainage are according to release drainage parameter, anchor cable beam according to anchor cable beam parameter, cement grout according to cement grout
Parameter is constructed respectively, and release drainage is set to bottom plate unilateral side or two sides；
Release drainage parameter designing, grouting cable anchor parameter designing, anchor cable beam parameter designing, cement grout parameter designing are logical
It crosses and is determined by the comprehensive classification result and numerical simulation of core of digital rig.
Step 5: if second stage Surrounding Rock Control cannot be met the requirements, according to digital rig country rock comprehensive classification as a result,
Carry out the phase III it is high-strength quantitatively allow pressure arch supporting and flexible wall after filling and support surrounding rock stability numerical simulation and supporting
Force Calculation, obtain surrouding rock deformation index including section amount of convergence, roof to floor convergence and country rock shrinking percentage and including
Branch including rockbolt stress, anchor cable stress, grouted anchor bar stress, grouting cable anchor stress, support with backfilling body stress and arch stress
Stress index is protected, it is final to determine Optimum Support System Design scheme；And flexible support with backfilling 9, high-strength is carried out according to calculated result
Quantitatively allow pressure 10 parameter designing of arch, high-strength quantitatively to allow pressure 10 parameter designing of arch include that node quantitatively allows pressure parameter designing, soft
Property support with backfilling parameter designing, allow pressure arch parameter designing and core concrete parameter designing；
Node quantitatively allow pressure parameter designing refer to the arch by allowing pressure device to form stage by stage is quantitatively allowed pressure node parameter
It is designed；
After flexible wall filling parameters design refer to the flexible filling material parameter filled between arch and anchor note country rock into
Row design, flexible filling material includes but is not limited to foam concrete, steel fiber reinforced concrete.
Pressure arch parameter designing is allowed to refer to that Pin whole to composition quantitatively allows every section steel arch-shelf parameter of pressure arch to be designed,
Pressure arch is allowed to carry out by manpower and mechanization assembled, mechanization is assembled by multi-functional arch assembling machine and auxiliary arch
It is assembled that machine carries out arch.
Core concrete parameter designing refers to quantitatively allowing the concrete parameters that are perfused in pressure arch to be designed, core
Concrete includes normal concrete and steel fiber reinforced concrete.
Step 6: it is bored after field application by surrouding rock deformation monitoring, surrouding rock stress monitoring, supporting load-bearing monitor and number
Monitoring and evaluation method including detection examination carries out real-time monitoring evaluation to Surrounding Rock Control effect.Use convergence ruler, Sopwith staff, top plate
Separation indicator and multipoint displacement meter carry out wall rock's level；By anchor pole, anchor dynamometer, individual prop dynamometer carry out supporting by
Power monitoring；Surrouding rock stress monitoring is carried out using borehole stressmeter；Using digital drilling machine 2 to the underground engineering wall rock after supporting into
Row digital rig, obtain country rock after supporting with boring parameter, by being obtained with country rock equivalent strength relational expression after supporting with boring parameter
Country rock equivalent strength increase rate after to supporting, to carry out Real-Time Evaluation to Surrounding Rock Control effect；
It include that surrouding rock deformation monitoring, supporting load-bearing monitor, country rock are answered to the method that Surrounding Rock Control effect carries out Real-Time Evaluation
Power monitoring and digital rig test；The wall rock deformation monitoring method includes using convergence ruler, Sopwith staff, roof separation indicator and more
Point displacement meter carries out wall rock's level.
Step 7: according to Surrounding Rock Control effect Real-Time Evaluation as a result, dynamic optimization completely controls design of its support stage by stage.
The foregoing is merely preferred embodiment of the present application, are not intended to limit this application, for the skill of this field
For art personnel, various changes and changes are possible in this application.Within the spirit and principles of this application, made any
Modification, equivalent replacement, improvement etc., should be included within the scope of protection of this application.
Claims (10)
1. underground engineering complete control method stage by stage characterized by comprising
After Underground Engineering Excavation, comprehensive classification is carried out to country rock；
According to country rock comprehensive classification as a result, establishing country rock external load model, and establish different supporting stage surrounding rock stability numerical value
Simulation and supporting mechanical model；
Surrouding rock deformation index and supporting stress index, selection point are obtained according to surrounding rock stability numerical simulation and supporting mechanical model
Stage supporting optimization design scheme；
After optimization design scheme field application, Real-Time Evaluation is carried out to Surrounding Rock Control effect；
According to Real-Time Evaluation as a result, dynamic optimization completely controls design of its support stage by stage.
2. underground engineering according to claim 1 complete control method stage by stage, which is characterized in that in Underground Engineering Excavation
Digital rig test is carried out to country rock using digital drilling machine afterwards, obtains rock reaction force distribution, rock crushing area range, in conjunction with
Geological conditions carries out different zones country rock comprehensive classification.
3. underground engineering according to claim 2 complete control method stage by stage, which is characterized in that the coffer mechanics ginseng
Number is obtained according to digital rig with parameter and rock mass equivalent mechanical parameter relational expression is bored, including different rock crushing areas range and same
Kind rock mass difference degree of crushing range；
Further, the rock reaction force include country rock body uniaxial compressive strength, cohesive strength, internal friction angle, elasticity modulus,
Poisson's ratio.
4. underground engineering according to claim 1 complete control method stage by stage, which is characterized in that described according to Numerical-Mode
It is quasi- to obtain surrouding rock deformation index and supporting stress index with supporting mechanical model, select supporting optimization design scheme stage by stage, tool
Body includes following content:
1-1) according to country rock comprehensive classification as a result, carry out first stage bolt-mesh-spurting supporting surrounding rock stability numerical simulation and supporting by
Power calculates, and obtains surrouding rock deformation index and supporting stress index, judges whether Surrounding Rock Control meets the requirements；
1-2) if satisfied, determining bolt-mesh-spurting supporting optimal parameter design；If it is not, then according to country rock comprehensive classification as a result, carrying out the
Two-stage high-strength bolt-grouting support, bottom plate administer surrounding rock stability numerical simulation and supporting Force Calculation, obtain surrouding rock deformation index
With supporting stress index, judge whether Surrounding Rock Control meets the requirements；
If 1-3) meeting the requirements, determine that high-strength bolt-grouting support parameter, bottom plate administer optimal parameter design, if it is not, comprehensive according to country rock
Close classification results, carry out the phase III it is high-strength quantitatively allow pressure arch supporting and flexible wall after filling and support surrounding rock stability numerical value
Simulation and supporting Force Calculation, obtain surrouding rock deformation index and supporting stress index, determine the high-strength pressure optimal branch of arch that quantitatively allows
Protect parameter designing.
5. underground engineering according to claim 1 complete control method stage by stage, which is characterized in that the surrouding rock deformation refers to
Mark includes section amount of convergence, roof to floor convergence, country rock shrinking percentage；The supporting stress index include rockbolt stress, anchor cable by
Power, grouted anchor bar stress, grouting cable anchor stress, support with backfilling body stress and arch stress.
6. underground engineering according to claim 4 complete control method stage by stage, which is characterized in that the step 1-2) in
Bottom plate administration way includes grouting cable anchor+release drainage and anchor cable beam+release drainage+cement mortar, and grouting cable anchor is according to grouting cable anchor
Parameter, release drainage according to release drainage parameter, anchor cable beam according to anchor cable beam parameter, cement grout according to cement grout parameter respectively into
Row construction, release drainage are set to bottom plate unilateral side or two sides.
7. underground engineering according to claim 4 complete control method stage by stage, which is characterized in that steady according to the country rock
The surrouding rock deformation index and supporting stress index that qualitative numerical simulation is obtained with supporting mechanical model determine that high-strength anchor note parameter is set
Meter, high-strength anchor note parameter designing include traditional grouted anchor bar, grouting cable anchor parameter designing, the high-strength grouted anchor bar of combined type, slip casting
Cable parameters design, wall rock grouting parameter designing.
8. underground engineering according to claim 6 complete control method stage by stage, which is characterized in that the release drainage parameter
Design, grouting cable anchor parameter designing, anchor cable beam parameter designing, cement grout parameter designing are by using digital rig as core
Comprehensive classification result and numerical simulation determine.
9. underground engineering according to claim 4 complete control method stage by stage, which is characterized in that described high-strength quantitatively to allow
Pressure arch parameter designing includes that node quantitatively allows filling parameters after pressure parameter designing, flexible wall to design, allow and press arch parameter designing
With core concrete parameter designing.
10. underground engineering according to claim 1 complete control method stage by stage, which is characterized in that the optimal design
After scheme field application, to Surrounding Rock Control effect carry out Real-Time Evaluation method include surrouding rock deformation monitoring, supporting load-bearing monitor,
Surrouding rock stress monitoring and digital rig test.
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111335900A (en) * | 2020-03-25 | 2020-06-26 | 王�琦 | High-strength anchoring and grouting self-tunneling method and system |
| CN113790083A (en) * | 2021-08-30 | 2021-12-14 | 安徽建筑大学 | Method for repairing and treating soft rock roadway floor of coal mine |
| CN114087020A (en) * | 2021-10-09 | 2022-02-25 | 中国电建集团华东勘测设计研究院有限公司 | Underground cavern stability evaluation method based on dual safety of rock mass and supporting structure |
| CN114991818A (en) * | 2022-05-17 | 2022-09-02 | 中国矿业大学(北京) | Advanced grouting construction method for tunnel penetrating active fault |
| CN115034097A (en) * | 2022-08-11 | 2022-09-09 | 中国矿业大学(北京) | Underground engineering excavation compensation design method |
| CN115344931A (en) * | 2022-08-29 | 2022-11-15 | 中国矿业大学(北京) | Underground engineering staged excavation compensation control method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101968825A (en) * | 2010-11-23 | 2011-02-09 | 中国矿业大学 | Method for intelligently designing bolting of coal mine tunnels |
| CN102900441A (en) * | 2012-09-18 | 2013-01-30 | 铁道部经济规划研究院 | China tunnel construction method based on complete deformation control of surrounding rocks |
| CN105302934A (en) * | 2015-07-10 | 2016-02-03 | 中国矿业大学 | Multi-objective intelligent optimization design method for anchoring and protecting network structure of coal mine underground roadway |
| CN105589999A (en) * | 2015-12-23 | 2016-05-18 | 山东大学 | Determination method applied to underground project surrounding rock grouting scheme |
| CN108519284A (en) * | 2018-03-30 | 2018-09-11 | 山东大学 | Underground engineering wall rock digital rig real-time graded method |
| CN109271738A (en) * | 2018-10-16 | 2019-01-25 | 山东科技大学 | It is a kind of for obtaining the Method for Numerical Inversion of roadway surrounding rock Weibull distribution parameter |
-
2019
- 2019-02-01 CN CN201910104508.9A patent/CN109854252B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101968825A (en) * | 2010-11-23 | 2011-02-09 | 中国矿业大学 | Method for intelligently designing bolting of coal mine tunnels |
| CN102900441A (en) * | 2012-09-18 | 2013-01-30 | 铁道部经济规划研究院 | China tunnel construction method based on complete deformation control of surrounding rocks |
| CN105302934A (en) * | 2015-07-10 | 2016-02-03 | 中国矿业大学 | Multi-objective intelligent optimization design method for anchoring and protecting network structure of coal mine underground roadway |
| CN105589999A (en) * | 2015-12-23 | 2016-05-18 | 山东大学 | Determination method applied to underground project surrounding rock grouting scheme |
| CN108519284A (en) * | 2018-03-30 | 2018-09-11 | 山东大学 | Underground engineering wall rock digital rig real-time graded method |
| CN109271738A (en) * | 2018-10-16 | 2019-01-25 | 山东科技大学 | It is a kind of for obtaining the Method for Numerical Inversion of roadway surrounding rock Weibull distribution parameter |
Non-Patent Citations (1)
| Title |
|---|
| 孟庆彬等: "极弱胶结地层煤巷支护体系与监控分析", 《煤炭学报》 * |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111335900A (en) * | 2020-03-25 | 2020-06-26 | 王�琦 | High-strength anchoring and grouting self-tunneling method and system |
| CN111335900B (en) * | 2020-03-25 | 2021-04-27 | 王�琦 | High-strength anchoring and grouting self-tunneling method and system |
| CN113790083A (en) * | 2021-08-30 | 2021-12-14 | 安徽建筑大学 | Method for repairing and treating soft rock roadway floor of coal mine |
| CN113790083B (en) * | 2021-08-30 | 2022-04-08 | 安徽建筑大学 | Method for repairing and treating soft rock roadway floor of coal mine |
| CN114087020A (en) * | 2021-10-09 | 2022-02-25 | 中国电建集团华东勘测设计研究院有限公司 | Underground cavern stability evaluation method based on dual safety of rock mass and supporting structure |
| CN114087020B (en) * | 2021-10-09 | 2024-04-02 | 中国电建集团华东勘测设计研究院有限公司 | Underground cavern stability evaluation method based on rock mass and supporting structure dual safety |
| CN114991818A (en) * | 2022-05-17 | 2022-09-02 | 中国矿业大学(北京) | Advanced grouting construction method for tunnel penetrating active fault |
| CN114991818B (en) * | 2022-05-17 | 2023-09-08 | 中国矿业大学(北京) | Advanced grouting construction method for tunnel penetrating fault |
| CN115034097A (en) * | 2022-08-11 | 2022-09-09 | 中国矿业大学(北京) | Underground engineering excavation compensation design method |
| CN115034097B (en) * | 2022-08-11 | 2022-11-08 | 中国矿业大学(北京) | Underground engineering excavation compensation design method |
| CN115344931A (en) * | 2022-08-29 | 2022-11-15 | 中国矿业大学(北京) | Underground engineering staged excavation compensation control method |
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