CN108168921A - Underground hole group Rock pillar stability evaluation method - Google Patents
Underground hole group Rock pillar stability evaluation method Download PDFInfo
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- CN108168921A CN108168921A CN201711177766.7A CN201711177766A CN108168921A CN 108168921 A CN108168921 A CN 108168921A CN 201711177766 A CN201711177766 A CN 201711177766A CN 108168921 A CN108168921 A CN 108168921A
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- 239000011435 rock Substances 0.000 title claims abstract description 49
- 238000011156 evaluation Methods 0.000 title claims abstract description 17
- 238000012544 monitoring process Methods 0.000 claims abstract description 29
- 239000000835 fiber Substances 0.000 claims description 8
- 238000009412 basement excavation Methods 0.000 claims description 5
- 238000005259 measurement Methods 0.000 claims description 2
- 238000013461 design Methods 0.000 abstract description 5
- 238000010276 construction Methods 0.000 description 6
- 230000006378 damage Effects 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- 238000001514 detection method Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000003993 interaction Effects 0.000 description 2
- 238000012806 monitoring device Methods 0.000 description 2
- 238000004088 simulation Methods 0.000 description 2
- 206010057175 Mass conditions Diseases 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
- 230000001427 coherent effect Effects 0.000 description 1
- 238000007405 data analysis Methods 0.000 description 1
- 235000013399 edible fruits Nutrition 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000004880 explosion Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M99/00—Subject matter not provided for in other groups of this subclass
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- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The present invention provides a kind of underground hole group Rock pillar stability evaluation methods, include the following steps：（1）Arrangement auxiliary tunnel,（2）Arrangement dig hole,（3）Hole middle is digged at two, a monitoring holes, monitoring hole wall arrangement stress meter are arranged from auxiliary tunnel；（4）It is digged by several times to digging hole, monitoring instrument reading is checked after digging every time, if significant change does not occur for reading, illustrate to dig the rock pillar between hole still in safe condition, it can continue to dig, when significant change occurs such as monitoring instrument reading, illustrate that the initial stress state in rock pillar has occurred and that variation, two dig to have existed between hole and interfere with each other, and spacing at this time is cavern's safe spacing.The present invention is by artificially changing thickness, excite the variation of rock pillar inherent strain, it realizes the reasonable assessment to cavity group spacing, can fully reflect practical geological conditions and crustal stress condition, reasonable Arrangement, the design of hole diameter, cost saving to cavity group etc. are respectively provided with important value.
Description
Technical field
The present invention relates to underground hole group Rock pillar stability evaluation method, mainly for more caverns, the deep of more tunnels
Lower engineering, such as the underground powerhouse of hydroelectric project, over mountain line tunnel group, hydraulic tunnel group etc..
Technical background
In water power, subway, highway or the work progress of railway underground cavern or tunnel, often using parallel arrangement
Scheme, rock mass is known as rock pillar between two of which cavern, and the thickness problem of rock pillar is directly related to the arrangement of cavern.If two
Thickness between cavern is excessive, can not only improve project cost, can also influence the use function of engineering；If the thickness of rock pillar
It spends small, then construction between Liang Ge caverns, operation can be caused to generate interaction, this interaction will influence rock pillar
Stability, especially when thickness is smaller, the construction of Liang Ge caverns will generate multiple disturbance so that Rock pillar stability is difficult
To ensure, cavern's fall damage is even resulted in, therefore the stability of guarantee rock pillar is the pass of cavity group, tunnel group's design and construction
Key.
It is general it is buried under the conditions of underground engineering practice have shown that, underground excavation spacing is when excavating more than span for 1 times
The stabilization of country rock between hole can be kept substantially, this experience is applied very universal when mine working is arranged.But in rock mass condition
In the case that deviation or buried depth increase, need to use this experience with caution.Martin et al. once summarized rock between buried mine working
Explosion destruction, general unstability and 178 examples under stable state of column, wherein being 1.5 times of hole diameters in thickness
When there is a large amount of destruction example, when the ratio reaches nearly 2.5, remain in the presence of destroy example.
The operation characteristic and safety requirements of hydraulic tunnel between hole between distance requirement and general underground engineering have again centainly
Difference does not require nothing more than rock pillar between tunnel and does not occur destroying and unstability, and needs to keep enough safeties, between two adjacent tunnels
Become the minimum requirements for determining tunnel spacing without generating any type of interference under construction and excavation and service condition, rock pillar
Thickness at least should more than 3 times of hole diameters, should generally consider 4 times or so.Above-mentioned achievement, which is substantially, rests on engineering experience,
Specific requirement of engineering concrete analysis, but lack the actually available evaluation method in scene at present, mainly by means of engineering experience or
Person's numerical simulation does not recognize mechanical state true in rock pillar clearly, often occurs what is mutually disturbed between cavity group
Phenomenon.
Invention content
As the design service life permanent work of 50 ~ 100 years, the rock pillar between underground hole group or tunnel group is necessary
With enough safeties, also, from the angle of engineering economy, it is also desirable to should not because of between hole thickness it is unreasonable
And increase additional construction investment.Therefore, it is necessary to ensure the safe spacing between hole so that any cavern excavation therein is not to another
One cavern, which generates, to be significantly affected, and is not needed to increase difficulty of construction and ensured the peace of rock pillar using additional processing means
Quan Xing.
The object of the present invention is to provide a kind of underground hole group Rock pillar stability evaluation method, by artificially changing rock pillar thickness
Degree, and then change the coherent condition of rock pillar internal stress, the contrast relationship between different-thickness rock pillar and hole diameter is formed, is that rock pillar is thick
Degree determines and hole diameter size design provides foundation.For this purpose, the present invention uses following technical scheme：
Underground hole group Rock pillar stability evaluation method, it is characterised in that include the following steps：
（1）Arrange auxiliary tunnel
With excavate underground hole group geological conditions zone similarity excavate auxiliary tunnel, auxiliary tunnel hole line substantially with underground hole group axis
Line direction is vertical；Initial field stress measurement is carried out in auxiliary tunnel, determines initial field stress size and direction；
（2）Arrangement digs hole
In auxiliary tunnel side, abutment wall excavates two and digs hole, digs the spacing needs between hole abutment wall and auxiliary tunnel face headwall
More than one times auxiliary tunnel hole diameter, the initial spacing digged between hole dig hole dia for 5 ~ 6 times；
（3）Hole middle is digged at two, a monitoring holes, monitoring hole wall arrangement stress meter are arranged from auxiliary tunnel；
（4）It is digged by several times to digging hole, monitoring instrument reading is checked after digging every time, if apparent become does not occur for reading
Change, illustrate to dig the rock pillar between hole still in safe condition, can continue to dig, as monitoring instrument reading occurs significantly
During variation, illustrate that the initial stress state in rock pillar has occurred and that variation, two dig to have existed between hole and interfere with each other, this
When spacing be cavern's safe spacing.
Further, diameter size in auxiliary tunnel hole is 5 ~ 6m, and hole shape is excavated using mechanical using round.
Further, hole initial excavation hole diameter is digged as 1m, and length is more than 5 times of auxiliary tunnel hole diameters, and about 25m-30m expands
Initial spacing between digging a hole is 5 ~ 6m.
Further, between two dig hole, Article 2 monitoring holes, Article 2 monitoring holes arrangement are arranged from auxiliary tunnel
Fiber grating；Two monitoring holes are in two and dig hole middle.
Further, stress meter spacing is 2m.
Further, fiber grating measuring point spacing is 1m.
Further, monitoring hole length is more than and digs 1 ~ 2 times of hole to dig hole hole electrical path length.
Further, in step（5）In, after digging for the first time, 0.5 times is digged every time and digs the initial hole diameter in hole.
The present invention provides Rock pillar stability evaluation method under a kind of condition of high ground stress, by artificially changing thickness,
The variation of rock pillar inherent strain is excited, realizes the reasonable assessment to cavity group spacing.The method overcome the offices of previous experiences method
It is sex-limited, it can fully reflect practical geological conditions and crustal stress condition, and than method for numerical simulation more accurately and reliably, existing
Field also allows for implementing, and reasonable Arrangement, the design of hole diameter, cost saving to cavity group etc. are respectively provided with important value.
Description of the drawings
The horizontal layout schematic diagram of the monitoring device of Fig. 1 positions present invention.
The section arrangement schematic diagram of the monitoring device of Fig. 2 positions present invention.
Specific embodiment
With reference to attached drawing, underground hole group Rock pillar stability evaluation method provided by the present invention when implementing can as follows into
Row：
（1）Auxiliary tunnel 1 is being excavated with excavating underground hole group geological conditions zone similarity, initial field stress is carried out in auxiliary tunnel
It measures, determines initial field stress size and direction, so that the later stage carries out data analysis；Auxiliary tunnel hole line should be with underground hole group axis
Line direction is substantially vertical, so that the hole axis that digs subsequently arranged can be parallel with underground hole group direction, guarantee is digged at hole
In stress field it is identical with the stress field of Practical Project.
Auxiliary tunnel hole diameter size is generally 5 ~ 6m, and hole shape is excavated using mechanical, avoided to periphery preferably using round
Rock mass causes blast disturbance.
（2）In auxiliary tunnel side, abutment wall excavates two circles and digs hole, digs the initial spacing in hole namely initial thickness
L1 digs hole dia for 5 times, digs hole length more than 5 times of auxiliary tunnel hole diameters, is excavated using mechanical, avoid the rock mass to periphery
Cause blast disturbance.Drawing reference numeral 2 be dig hole it is initial when namely the contour line before digging.
Digging the spacing between hole abutment wall and auxiliary tunnel face headwall needs more than one times auxiliary tunnel hole diameter, to avoid the palm
The influence of sub- face effect.
（3）Monitoring holes, the vertical auxiliary tunnel hole axis of monitoring axially bored line, arrangement are arranged two middles digged between hole
It is 1 ~ 2, primary to arrange stress meter 3, it is arranged on the hole wall of first detection hole 41, it, can be second if conditions permit
Detection hole 42 arranges fiber grating, and wherein stress meter spacing is 2m, and fiber grating measuring point spacing is 1m, and monitoring hole length is more than
It digs 1 ~ 2 times of hole and digs hole hole electrical path length.
（4）All after the completion of arrangement, the monitoring instrument of stress meter, the monitoring instrument of fiber grating are checked, records initial read
Number.
（5）It is digged to digging hole, in order to avoid damaging rock pillar, needs to dig using machinery, and in order to
Accurately judge thickness, it is proposed that control digs rate, is advisable with 0.5 times, i.e., after digging for the first time, every digs hole and often expands
0.5 times of hole diameter is dug, checks monitoring instrument reading, which can change according to requiring.
Described dig is to be enlarged digging for hole diameter centered on the initial center for digging hole, and two dig hole and all expanded
It digs, in this way, observation, judge can be simpler and accurate, also can only carry out one and dig the digging of hole, dig hole unilateral side and digged
Deng.
（6）It digs for the first time to 1.5 times of hole diameters, digs hole spacing and be contracted to 4 times of hole diameters, check monitoring instrument reading, such as
Significant change does not occur for fruit reading, and stress meter reading maintains initial field stress numerical value, and fiber grating reading is not beated
Illustrate to dig the rock pillar between hole still in safe condition, can continue to dig.
Drawing reference numeral 20 is to dig hole contour line after digging, and drawing reference numeral L2 is to dig two after hole digs to dig hole
Spacing namely the thickness after digging.
（7）0.5 times of hole diameter is digged again, is checked monitoring instrument reading, if significant change does not occur for reading, is illustrated to expand
Rock pillar between digging a hole can continue to dig, cycle carries out successively still in safe condition.
（8）When significant change occurs for monitoring instrument reading, illustrate that the initial stress state in rock pillar has occurred and that variation,
Two dig to have existed between hole and interfere with each other, and spacing at this time is cavern's safe spacing.
Structure feature the foregoing is merely specific embodiments of the present invention, but the present invention is not limited thereto, Ren Heben
The technical staff in field in the field of the invention, all cover among protection scope of the present invention by the variation or modification made.
Claims (8)
1. underground hole group Rock pillar stability evaluation method, it is characterised in that include the following steps：
（1）Arrange auxiliary tunnel
With excavate underground hole group geological conditions zone similarity excavate auxiliary tunnel, auxiliary tunnel hole line substantially with underground hole group axis
Line direction is vertical；Initial field stress measurement is carried out in auxiliary tunnel, determines initial field stress size and direction；
（2）Arrangement digs hole
In auxiliary tunnel side, abutment wall excavates two and digs hole, digs the spacing needs between hole abutment wall and auxiliary tunnel face headwall
More than one times auxiliary tunnel hole diameter, the initial spacing digged between hole dig hole dia for 5 ~ 6 times；
（3）Hole middle is digged at two, a monitoring holes, monitoring hole wall arrangement stress meter are arranged from auxiliary tunnel；
（4）It is digged by several times to digging hole, monitoring instrument reading is checked after digging every time, if apparent become does not occur for reading
Change, illustrate to dig the rock pillar between hole still in safe condition, can continue to dig, as monitoring instrument reading occurs significantly
During variation, illustrate that the initial stress state in rock pillar has occurred and that variation, two dig to have existed between hole and interfere with each other, this
When spacing be cavern's safe spacing.
2. underground hole group Rock pillar stability evaluation method as described in claim 1, it is characterised in that auxiliary tunnel hole diameter size
For 5 ~ 6m, hole shape is excavated using mechanical using round.
3. underground hole group Rock pillar stability evaluation method as described in claim 1, it is characterised in that dig hole initial excavation
Hole diameter is 1m, and length is more than 5 times of auxiliary tunnel hole diameters, and about 25m-30m, it is 5 ~ 6m to dig the initial spacing between hole.
4. underground hole group Rock pillar stability evaluation method as described in claim 1, it is characterised in that digged at two hole it
Between, arrange Article 2 monitoring holes, Article 2 monitoring holes arrangement fiber grating from auxiliary tunnel；Two monitoring holes are in two and dig
Hole middle.
5. underground hole group Rock pillar stability evaluation method as described in claim 1, which is characterized in that stress meter spacing is
2m。
6. underground hole group Rock pillar stability evaluation method as described in claim 1, which is characterized in that between fiber grating measuring point
Away from for 1m.
7. underground hole group Rock pillar stability evaluation method as described in claim 1, which is characterized in that monitoring hole length is more than
1 ~ 2 times of length for digging hole hole diameter.
8. underground hole group Rock pillar stability evaluation method as described in claim 1, which is characterized in that in step（5）In,
After digging for the first time, 0.5 times is digged every time and digs the initial hole diameter in hole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711177766.7A CN108168921A (en) | 2017-11-23 | 2017-11-23 | Underground hole group Rock pillar stability evaluation method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711177766.7A CN108168921A (en) | 2017-11-23 | 2017-11-23 | Underground hole group Rock pillar stability evaluation method |
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| Publication Number | Publication Date |
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| CN108168921A true CN108168921A (en) | 2018-06-15 |
Family
ID=62527385
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| CN201711177766.7A Pending CN108168921A (en) | 2017-11-23 | 2017-11-23 | Underground hole group Rock pillar stability evaluation method |
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Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4084384A (en) * | 1976-09-13 | 1978-04-18 | Shosei Serata | Advanced slot stress control method of underground excavation |
| CN202690075U (en) * | 2012-06-18 | 2013-01-23 | 中国水电顾问集团华东勘测设计研究院 | Tunnel layout structure used for obtaining deeply buried surrounding rock drive stress ratio |
| 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 |
| CN103308399A (en) * | 2013-05-29 | 2013-09-18 | 中国水电顾问集团华东勘测设计研究院 | Suitability evaluation test method of different support systems under effect of impact load |
| CN103323279A (en) * | 2013-06-21 | 2013-09-25 | 中国水电顾问集团华东勘测设计研究院 | Test method for evaluating influence of size effect on tunnel excavation response |
| CN104005776A (en) * | 2014-05-28 | 2014-08-27 | 中国电建集团成都勘测设计研究院有限公司 | Large-sized underground cavern group arrangement method |
| CN104088666A (en) * | 2014-07-09 | 2014-10-08 | 中国电建集团华东勘测设计研究院有限公司 | In-situ test method and structure for deeply-buried soft-rock tunnel |
| CN107144380A (en) * | 2016-08-25 | 2017-09-08 | 中国科学院武汉岩土力学研究所 | The dynamic testing method of country rock disturbance stress field during constructing tunnel |
-
2017
- 2017-11-23 CN CN201711177766.7A patent/CN108168921A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4084384A (en) * | 1976-09-13 | 1978-04-18 | Shosei Serata | Advanced slot stress control method of underground excavation |
| CN202690075U (en) * | 2012-06-18 | 2013-01-23 | 中国水电顾问集团华东勘测设计研究院 | Tunnel layout structure used for obtaining deeply buried surrounding rock drive stress ratio |
| CN103308399A (en) * | 2013-05-29 | 2013-09-18 | 中国水电顾问集团华东勘测设计研究院 | Suitability evaluation test method of different support systems under effect of impact load |
| 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 |
| CN103323279A (en) * | 2013-06-21 | 2013-09-25 | 中国水电顾问集团华东勘测设计研究院 | Test method for evaluating influence of size effect on tunnel excavation response |
| CN104005776A (en) * | 2014-05-28 | 2014-08-27 | 中国电建集团成都勘测设计研究院有限公司 | Large-sized underground cavern group arrangement method |
| CN104088666A (en) * | 2014-07-09 | 2014-10-08 | 中国电建集团华东勘测设计研究院有限公司 | In-situ test method and structure for deeply-buried soft-rock tunnel |
| CN107144380A (en) * | 2016-08-25 | 2017-09-08 | 中国科学院武汉岩土力学研究所 | The dynamic testing method of country rock disturbance stress field during constructing tunnel |
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Application publication date: 20180615 |