CN106295011A - A kind of method determining large underground hole surrounding rock supporting intensity - Google Patents
A kind of method determining large underground hole surrounding rock supporting intensity Download PDFInfo
- Publication number
- CN106295011A CN106295011A CN201610663333.1A CN201610663333A CN106295011A CN 106295011 A CN106295011 A CN 106295011A CN 201610663333 A CN201610663333 A CN 201610663333A CN 106295011 A CN106295011 A CN 106295011A
- Authority
- CN
- China
- Prior art keywords
- rock
- supporting intensity
- surrounding rock
- stress ratio
- intensity
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 239000011435 rock Substances 0.000 title claims abstract description 106
- 238000000034 method Methods 0.000 title claims abstract description 19
- 238000013461 design Methods 0.000 abstract description 11
- 238000010276 construction Methods 0.000 abstract description 3
- 238000012938 design process Methods 0.000 abstract description 2
- 239000002131 composite material Substances 0.000 description 3
- 238000005259 measurement Methods 0.000 description 3
- 238000013459 approach Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 229920006395 saturated elastomer Polymers 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 238000005507 spraying Methods 0.000 description 2
- 230000018199 S phase Effects 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 230000001419 dependent effect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 235000013399 edible fruits Nutrition 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Geometry (AREA)
- Mining & Mineral Resources (AREA)
- Computer Hardware Design (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- General Physics & Mathematics (AREA)
- Theoretical Computer Science (AREA)
- Evolutionary Computation (AREA)
- Pure & Applied Mathematics (AREA)
- Mathematical Optimization (AREA)
- General Engineering & Computer Science (AREA)
- Mathematical Analysis (AREA)
- Computational Mathematics (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Piles And Underground Anchors (AREA)
- Devices Affording Protection Of Roads Or Walls For Sound Insulation (AREA)
Abstract
The invention discloses a kind of method determining large underground hole surrounding rock supporting intensity, belong to Cavity Construction technical field, a kind of method providing determination large underground hole surrounding rock supporting intensity based on rock strength stress ratio, comprises the steps: to measure the saturation uniaxial compressive strength R corresponding to underground rock cavern and crustal stress σ；According to formula S=R/ σ, calculate rock strength stress ratio S；According to formula P0=135ln (S)+340 (kPa), calculate P0 size；According to the size of above-mentioned P0, determine the supporting intensity P of country rock, and meet P >=P0.Present invention achieves and surrounding rock supporting intensity is directly associated with rock strength stress ratio, more conform to the practical situation of failure and deformation of surrounding rocks, more coincide with practical engineering experience.It addition, the present invention directly determines the supporting intensity needed for country rock according to the design of rock strength stress ratio, its design process is simpler, convenient；Simplify the design to surrounding rock supporting intensity and determine process.
Description
Technical field
The present invention relates to Cavity Construction technical field, particularly relate to one and determine that large underground hole surrounding rock supporting is strong
The method of degree.
Background technology
Along with western hydraulic engineering, hydroelectric project and the development of traffic engineering, increasing underground engineering will be built.?
Under western special geology and orographic condition, high-ground stress problem usually annoyings the design of underground engineering and excavation supporting is executed
Work, and the steady in a long-term of underground rock cavern may be had influence on.High-ground stress, large span, Complex Underground Structure Group country rock
Protecting design is current hydroelectric project and the emphasis of underground engineering research and difficult point.
At present, in the design of its support of underground rock cavern, the support pattern of employing is generally pneumatically placed concrete, prestressed anchor
Rope, prestressed anchor, common bolt etc..According to existing state-of-the-art technology, such as " rock soil anchor and concrete spraying support engineering
Specification " in GB 50,086 2015, for the supporting intensity (support earth pressure of unit are) of underground rock cavern generally according to enclosing
Rock classification and cavern's scale etc. are because usually determining.But, above-mentioned determine supporting intensity during, not in view of country rock
The impact of crustal stress, does not accounts for the impact of rock mass saturation uniaxial compressive strength yet.And increasing practical engineering experience
Teach that, in the face of identical cavern's scale, the country rock of identical type, but work as crustal stress and/or the saturated uniaxial compressive of rock mass
During the different situation of intensity, use same supporting intensity can not meet all country rock situations.Therefore, enclose at underground chamber
During the supporting intensity design of rock determines, it is necessary to take into account the impact of crustal stress and the shadow of rock mass saturation uniaxial compressive strength
Ring.
It addition, at document " large-scale underground cavern group arrangement design method based on rock strength stress ratio ", Zhang Yong, Xiao Ping
West, Cheng Lijuan, Chinese Journal of Rock Mechanics and Engineering, volume 33, o. 11th, in November, 2014；In be specifically described " 2.3 rocks
Stone strength-stress ratio and surrounding rock of chamber failure mode " relation, and " 2.4 rock strength stress ratios and surrouding rock deformation feature "
Relation.The wherein rock strength stress ratio of indication rock mass saturation uniaxial compressive strength just and the ratio size of crustal stress；Thus
Visible, rock strength stress ratio has obviously dependency for surrounding rock failure, deformation etc..Further, along with rock strength
The reduction of stress ratio index, the failure mode of cavity group country rock is gradually developed to composite control type by structural plane control type, until
Stress factors plays a leading role in composite control type.As can be seen here, when rock strength stress ratio is less, it is particularly necessary to examine
Consider its impact on surrounding rock supporting stability.
It addition, at existing national standards " rock soil anchor and concrete spraying support engineering legislation " GB50086-2015
In, explicitly define span more than 25m for Large span cavern.Because of to middle-size and small-size underground chamber (referring generally to span less than 25m)
Surrounding rock supporting, use the supporting intensity that determines of traditional approach, typically can meet the requirement of surrounding rock supporting.But for large-scale
For underground chamber, the stability of its country rock is the most unstable when low rock strength stress ratio condition, it is necessary to enough props up
Protect the safety of intensity guarantee country rock, therefore, if determining supporting intensity only with traditional approach, be difficult to meet large-scalely
The safety support requirement of lower cavern.Therefore, in this case, it is necessary to propose a kind of based on rock strength stress ratio big
The supporting intensity design of type underground rock cavern determines method.
Summary of the invention
Present invention solves the technical problem that and be: during the existing design to underground rock cavern supporting intensity determines, do not have
There is the impact in view of rock strength stress ratio, provide a kind of brand-new, based on rock strength stress ratio really for this present invention
The method determining large underground hole surrounding rock supporting intensity.
The technical solution adopted for the present invention to solve the technical problems is: one determines that large underground hole surrounding rock supporting is strong
The method of degree, comprises the steps:
A, measure the saturation uniaxial compressive strength R corresponding to underground rock cavern and crustal stress σ；
B, according to formula S=R/ σ, calculate rock strength stress ratio S；
C, according to formula P0=135ln (S)+340 (kPa), calculates P0Size；
D, according to above-mentioned P0Size, determine the supporting intensity P of country rock, and meet P >=P0。
Further: in step D,
Work as P0During ＜ 100, take P=100kPa；
Work as P0When >=100, take P0≤P≤1.3P0,.
Further: in step D,
As 2≤S ＜ 3, the span of P is 250～340kPa；
As 3≤S ＜ 6, the span of P is 120～250kPa；
As 6≤S, the span of P is 100～120kPa.
Further: described large underground hole country rock uses anchor pole to add the combined support structure of anchor cable.
The invention has the beneficial effects as follows: on the basis of based on rock strength stress ratio, determine the supporting intensity of country rock, because of
This achieves and surrounding rock supporting intensity is directly associated with rock strength stress ratio, more conforms to the actual feelings of failure and deformation of surrounding rocks
Condition, more coincide with practical engineering experience.It addition, the present invention directly designs propping up needed for determining country rock according to rock strength stress ratio
Protecting intensity, its design process is simpler, convenient；Simplify the design to surrounding rock supporting intensity and determine process.
Detailed description of the invention
A kind of method determining large underground hole surrounding rock supporting intensity of the present invention, comprises the steps:
A, measure the saturation uniaxial compressive strength R corresponding to underground rock cavern and crustal stress σ；
B, according to formula S=R/ σ, calculate rock strength stress ratio S；
C, according to formula P0=135ln (S)+340 (kPa), calculates P0Size；
D, according to above-mentioned P0Size, determine the supporting intensity P of country rock, and meet P >=P0。
The present invention is the method determining large underground hole surrounding rock supporting intensity based on rock strength stress ratio, described in it
Large underground hole, refers to the span situation more than 25m of cavern.Wherein, for saturation uniaxial compressive strength R and crustal stress
The isoparametric measurement of σ, those skilled in the art can use known prior art to realize, therefore the most specifically explain in the present invention
State.It is pointed out that above-mentioned saturation uniaxial compressive strength R and crustal stress σ, be all to need the position of supporting to enter on country rock
Row is measured, and saturation uniaxial compressive strength R is one of them index of rock strength, is generally calculating rock strength stress ratio
This index of Shi Caiyong calculates with crustal stress σ；Certainly if it is necessary, may be used without other rock strength index to replace saturated single shaft
Comprcssive strength.It addition, the measurement for crustal stress σ is usually measurement initial field stress size, or it is big to measure secondary earth stress
Little.
Computing formula P in the present invention0=135ln (S)+340 (kPa), is to return after inventor combines practical engineering experience
The circular that may determine that supporting intensity received out；Its P0Size, only the concrete rock strength with country rock should
Force rate S-phase is closed, wherein P0Can be understood generally as a kind of with reference to supporting intensity value or a kind of supporting intensity value primarily determined that.And
When finally determining the supporting intensity P of country rock, can be at P0On the basis of, consider some other factor, the most comprehensively
The factors such as the concrete mode of consideration surrounding rock category, cavern's scale and supporting finally determine；Certainly, it is possible to without considering it
His factor and directly determine the size of P, as can be directly determined P=P0.In spite of considering other factors, the supporting finally determined
Intensity P, it is at least it suffices that P >=P0Requirement.Further, since above-mentioned formula is originally as empirical equation, therefore in the present invention
For P0With the unit of P, clearly it is set to kPa, and this unit itself should not by unit and the ground of saturation uniaxial compressive strength R
The impact of the unit of power σ.
It addition, in order to ensure enough supporting intensities, in step D, particularly may be divided into following situation and choose the big of P value
Little: to work as P0During ＜ 100, take P=100kPa；Work as P0When >=100, take P0≤P≤1.3P0, and meet P >=100.Wherein, P is worked as0
During ＜ 100, corresponding rock strength stress ratio S is more than 7, according to the calculated P of above-mentioned formula0Less, however, to ensure that
Effective support to country rock, therefore chooses P=100kPa；And arrange and take P0≤P≤1.3P0Purpose, then be in order to avoid excessively
Supporting and cause the situation of the wasting of resources, and, although the present invention is using rock strength stress ratio S as the master drafting final P value
Want reference factor, but in practical situations both, owing to finally drafting of P value is generally also affected by other many factors, because of
This, by providing one optional interval range of P value after rock strength stress ratio S, then finally draft P in conjunction with other factors
It is worth definite value really, practical operation of being the most just more convenient for.And the above-mentioned interval P be given0≤P≤1.3P0, itself scope is
Smaller, it is therefore eaily to the size finally determining P value.
It addition, the present invention also can be according to the size of rock strength stress ratio S, it is first determined go out the destruction class that country rock is possible
Type, then the selection range further according to the supporting intensity corresponding to its Failure type determines the supporting intensity P of country rock；It addition, such as
When the rock strength stress ratio S situation less than 2 occurs in fruit, according to current specifications, it is not suitable for building underground power house, therefore the present invention
In do not consider further that the situation that S is less than 2.Concrete division is chosen mode and be can refer to shown in table 1 below:
Country rock abutment wall supporting intensity under the conditions of the different rock strength stress ratio of table 1
| Rock strength stress ratio/S | Surrounding rock failure type | The scope (kPa) of supporting intensity P |
| 2≤S ＜ 3 | Stress Control type | 250～340 |
| 3≤S ＜ 6 | Composite control type | 120～250 |
| 6≤S | Structure control type | 100～120 |
It addition, in the present invention, the combined support structure that described large underground hole country rock can use anchor pole to add anchor cable comes real
Now corresponding supporting intensity effect.Concrete, it is after step D determines supporting intensity P, adds the combination of anchor cable according still further to anchor pole
Supporting construction determines concrete supporting arrangement, to guarantee to be finally reached corresponding supporting intensity P.Why preferably employ
Anchor cable adds the supporting of anchor pole to be taken precautions against, and is because, at conventional support pattern, such as pneumatically placed concrete, hanging bar-mat reinforcement, lining cutting, anchor pole, anchor
In the support pattern such as rope, grouting, only anchor pole and anchor cable, just it is provided that active support power, and remaining support pattern is generally
Passive offer supporting power, therefore to realize providing " supporting intensity " actively, present invention preferably employs anchor pole and adds anchor cable
Combined support structure.
The specific implementation process of method of the present invention is as follows:
First measuring the corresponding rock strength of large underground hole engineering is R and crustal stress is σ, then calculates rock
Strength-stress ratio S=R/ σ, after calculating S, can table look-up 1, its surrounding rock failure type of preliminary forecasting and corresponding supporting intensity P
Selection range；Or calculate corresponding P also dependent on formula P=135ln (S)+340 (kPa)0Value, then can be the most comprehensive
Consider that other factors determines final P value size；Or also without considering other factors again, and can directly take P=P0,
As the surrounding rock supporting intensity finally determined.Certainly, determine P value size howsoever, all need to meet P >=P0Requirement.It
After, further according to P value size, determine the concrete arrangement under using the mode of anchor pole and anchor cable combined support structure.
Claims (4)
1. the method determining large underground hole surrounding rock supporting intensity, it is characterised in that: comprise the steps:
A, measure the saturation uniaxial compressive strength R corresponding to underground rock cavern and crustal stress σ；
B, according to formula S=R/ σ, calculate rock strength stress ratio S；
C, according to formula P0=135ln (S)+340 (kPa), calculates P0Size；
D, according to above-mentioned P0Size, determine the supporting intensity P of country rock, and meet P >=P0。
The method determining large underground hole surrounding rock supporting intensity the most as claimed in claim 1, it is characterised in that: in step D
In,
Work as P0During ＜ 100, take P=100kPa；
Work as P0When >=100, take P0≤P≤1.3P0。
The method determining large underground hole surrounding rock supporting intensity the most as claimed in claim 1, it is characterised in that: in step D
In,
As 2≤S ＜ 3, the span of P is 250～340kPa；
As 3≤S ＜ 6, the span of P is 120～250kPa；
As 6≤S, the span of P is 100～120kPa.
The method determining large underground hole surrounding rock supporting intensity the most as claimed in claim 1, it is characterised in that: described large-scale
Underground rock cavern uses anchor pole to add the combined support structure of anchor cable.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610663333.1A CN106295011B (en) | 2016-08-12 | 2016-08-12 | Method for determining support strength of surrounding rock of large underground cavern |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610663333.1A CN106295011B (en) | 2016-08-12 | 2016-08-12 | Method for determining support strength of surrounding rock of large underground cavern |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106295011A true CN106295011A (en) | 2017-01-04 |
| CN106295011B CN106295011B (en) | 2020-02-04 |
Family
ID=57669462
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610663333.1A Active CN106295011B (en) | 2016-08-12 | 2016-08-12 | Method for determining support strength of surrounding rock of large underground cavern |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106295011B (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106952003A (en) * | 2017-04-14 | 2017-07-14 | 中国电建集团成都勘测设计研究院有限公司 | High Ground Stress Areas beded rock mass underground rock cavern Failure type Forecasting Methodology |
| CN108761029A (en) * | 2018-03-20 | 2018-11-06 | 淮阴工学院 | Method for deformation grading of tunnel extrusion carbon phyllite |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2481454C2 (en) * | 2011-03-30 | 2013-05-10 | Василий Иванович Сотников | Method for passing solid rocks at wells and tunnels drilling by rock melting method |
| CN103266902A (en) * | 2013-06-14 | 2013-08-28 | 中国水电顾问集团成都勘测设计研究院 | Layout design method of underground cavern group |
| US20150031922A1 (en) * | 2013-07-22 | 2015-01-29 | Greyrock Energy, Inc. | Process and catalyst system for the production of high quality syngas from light hydrocarbons and carbon dioxide |
| CN104331531A (en) * | 2014-09-09 | 2015-02-04 | 天地科技股份有限公司 | Support adaptability evaluation method based on coupling relationship of support and surrounding rock |
| CN105114099A (en) * | 2015-09-15 | 2015-12-02 | 内蒙古伊泰广联煤化有限责任公司 | Poorly consolidated formation roadway support method and system |
-
2016
- 2016-08-12 CN CN201610663333.1A patent/CN106295011B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2481454C2 (en) * | 2011-03-30 | 2013-05-10 | Василий Иванович Сотников | Method for passing solid rocks at wells and tunnels drilling by rock melting method |
| CN103266902A (en) * | 2013-06-14 | 2013-08-28 | 中国水电顾问集团成都勘测设计研究院 | Layout design method of underground cavern group |
| US20150031922A1 (en) * | 2013-07-22 | 2015-01-29 | Greyrock Energy, Inc. | Process and catalyst system for the production of high quality syngas from light hydrocarbons and carbon dioxide |
| CN104331531A (en) * | 2014-09-09 | 2015-02-04 | 天地科技股份有限公司 | Support adaptability evaluation method based on coupling relationship of support and surrounding rock |
| CN105114099A (en) * | 2015-09-15 | 2015-12-02 | 内蒙古伊泰广联煤化有限责任公司 | Poorly consolidated formation roadway support method and system |
Non-Patent Citations (4)
| Title |
|---|
| EVERTHOEK: "Reliability of Hoek-Brown estimates of rock mass properties and their impact on design", 《INTERNATIONAL JOURNAL OF ROCK MECHANICS AND MINING SCIENCES》 * |
| 张勇 等: "基于岩石强度应力比的大型地下洞室群布置设计方法", 《岩石力学与工程学报 》 * |
| 张勇 等: "高地应力条件下地下厂房洞室群围岩的变形破坏特征及对策研究", 《岩石力学与工程学报》 * |
| 杨静熙 等: "高地应力洞室围岩变形破坏规律研究", 《人民长江》 * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106952003A (en) * | 2017-04-14 | 2017-07-14 | 中国电建集团成都勘测设计研究院有限公司 | High Ground Stress Areas beded rock mass underground rock cavern Failure type Forecasting Methodology |
| CN106952003B (en) * | 2017-04-14 | 2020-05-05 | 中国电建集团成都勘测设计研究院有限公司 | Method for predicting surrounding rock damage type of underground cavern of stratified rock mass in high ground stress region |
| CN108761029A (en) * | 2018-03-20 | 2018-11-06 | 淮阴工学院 | Method for deformation grading of tunnel extrusion carbon phyllite |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106295011B (en) | 2020-02-04 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104005777B (en) | A kind of large-scale underground cavern group arrangement design method | |
| CN101915105B (en) | United method for tunneling super-strong or strong rock burst hole section of TBM construction tunnel | |
| CN103901180B (en) | A kind of method indirectly obtaining underground passage force-bearing of surrounding rock mass and deformation state | |
| CN106952003B (en) | Method for predicting surrounding rock damage type of underground cavern of stratified rock mass in high ground stress region | |
| CN102426069B (en) | Measurement method for rock mass crustal stress under extremely high stress condition | |
| CN109885911A (en) | Composite lining of tunnel design method including secondary lining under more load actions | |
| CN106295011A (en) | A kind of method determining large underground hole surrounding rock supporting intensity | |
| CN101922301A (en) | A kind of tunnel safeguard structure that passes through the dark solution cavity of relative superiority or inferiority | |
| CN103744128A (en) | Comprehensive forecasting method for underground cavity rockburst intensity grade | |
| CN207727634U (en) | A kind of super-tonnage Singe Pile with Static Load Experiment girder steel counter force system | |
| CN109915182B (en) | Design parameter determination method for deep-buried large-span underground cavern group | |
| CN109815612B (en) | Coal and gas outburst disaster prediction method, device, equipment and medium | |
| Chen et al. | A method for computing unsupported roof distance in roadway advancement and its in-situ application | |
| Qiyun et al. | Tectonic activity history based method for engineering safety distance to active fault | |
| LI et al. | Monitoring of lining structure of tunnels built by using pipe-roof pre-construction method | |
| CN104005776B (en) | A kind of large-scale underground cavern group arrangement method | |
| CN206000554U (en) | Suitable for the underground chamber group structure under large ground pressure | |
| CN204825934U (en) | Side slope drainage system | |
| CN207994992U (en) | A kind of immobilizing foundation of plane roof photovoltaic module | |
| Fei et al. | Analysis on the influence of water pressure on the safety of karst tunnel lining structure | |
| Chen et al. | Numerical simulation to determine the critical safe thickness of water-resisting rock wall based on FLAC3D | |
| Zhou et al. | Research on residual shear strength of surrounding rock base on elastic-plastic softening model | |
| Jun | Analysis and Research on the Surrounding Rock Stability of Deep and Large Working Shaft of Long Shaft Deep Well Pump | |
| CN206521765U (en) | A kind of basic heightening device | |
| Zhou et al. | Research and analysis on residual shear strength of surrounding rock base on elastic-plastic softening model |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |