CN103323279A - Test method for evaluating influence of size effect on tunnel excavation response - Google Patents
Test method for evaluating influence of size effect on tunnel excavation response Download PDFInfo
- Publication number
- CN103323279A CN103323279A CN2013102477881A CN201310247788A CN103323279A CN 103323279 A CN103323279 A CN 103323279A CN 2013102477881 A CN2013102477881 A CN 2013102477881A CN 201310247788 A CN201310247788 A CN 201310247788A CN 103323279 A CN103323279 A CN 103323279A
- Authority
- CN
- China
- Prior art keywords
- excavation
- tunnel
- monitoring
- tunnel excavation
- response
- 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
Images
Abstract
The invention relates to a test method for evaluating influence of the size effect on a tunnel excavation response. The test method for evaluating the influence of the size effect on the tunnel excavation response aims to overcome the detects of limitation for size requirements of an indoor test and harsh requirements for technique of numerical simulation. According to the technical scheme, the test method for evaluating the influence of the size effect on the tunnel excavation response comprises the steps that (a) an auxiliary tunnel, parallel to a tunnel to be excavated, is excavated in one side of the tunnel to be excavated, and the distance between the auxiliary tunnel and the tunnel is more than three times larger than the diameter of the tunnel to be excavated; (b) holes are drilled in the tunnel to be excavated from the auxiliary tunnel, monitoring instruments are buried in the holes, and at least three monitoring sections are formed; (c) part of the section of the tunnel to be excavated is excavated, the surrounding rock excavation response caused in the excavation process is caught through the monitoring instruments buried in the holes, and then the whole section is excavated, the surrounding rock excavation response caused in the expanding excavation process is caught through the monitoring instruments buried in the holes, and then the influence of different excavation sizes on the excavation response can be evaluated. The test method for evaluating the influence of the size effect on the tunnel excavation response is applicable to rock underground engineering.
Description
Technical field
The present invention relates to a kind of size effect of estimating to the test method of tunnel excavation response impact, mainly be applicable to underground rock.
Background technology
In subterranean body during tunnel excavation, can be because the change of stress field cause Wall Rock of Tunnel different excavation responses to occur.Combine because rock mass is the structural plane by rock and different scale, cause different excavation responses occurring behind the tunnel excavation of different size, show size effect.Size effect is the hot research problem in rock mechanics and the rock mass engineering project, also is difficulties, and the study general of this problem is started with from theoretical research, experimental study and numerical method.Wherein theoretical study method is the emphases method of work in the past few decades always, and makes some progress, but the Fracture Networks that it still can't the on-the-spot actual rock mass of accurate reproduction distribute and break breed evolution.Test is the most direct means of research size effect, can obtain by the rock sample that loads different size the rock mass strength feature of correspondingly-sized, but it is subjected to the restriction of loading environment, the size of rock sample surpasses 1m and just is difficult to finish, and the Test in Situ dynamic characteristic test is subjected to the restriction of rock mass size equally, and can only obtain the mechanics parameter of rock mass, be difficult to be directly used in the research of estimating size effect.Numerical method is emerging technology in recent years, but is subject to numerical method itself to the impact of the factors such as accurate description of unit size, Crack Extension, Fracture Networks generation, geologic condition, is applied to also to have considerable time in the engineering practice.
The size effect of rock mass mechanics characteristic is for determining that rationally cavern excavation size, the excavation response of evaluation country rock even rockburst risk have important using value.But the research for size effect lacks suitable research method at present, be difficult to satisfy the actual needs of engineering, particularly the geologic condition of underground works is all very complicated now, simple rely on the rock mass characteristics that the means such as theory, shop experiment, numerical model all can't the accurate reproduction scene, size effect becomes more difficult for the actual influence of engineering excavation.
China is greatly developing underground works at present, the stability problem of underground works must solve, and the size of stability problem and excavation cavern is closely-related, need to find a kind of technical threshold lower, can directly apply to engineering, satisfy the test method of actual demands of engineering.
Summary of the invention
The technical problem to be solved in the present invention is: the problem for above-mentioned existence provides a kind of size effect of estimating on the test method of tunnel excavation response impact, to overcome shop experiment to the limitation of dimensional requirement and the numerical simulation harshness to technical requirement, more press close to the actual conditions of engineering, can rationally determine excavation size and the construction method of tunnel for the scene provides reference.
The technical solution adopted in the present invention is: estimate size effect to the test method of tunnel excavation response impact, it is characterized in that step is as follows:
A, intending with it parallel auxiliary tunnel of one of tunnel excavation one side excavation, and guaranteeing that distance between two holes is greater than three times footpath, plan tunnel excavation hole;
B, utilize auxiliary tunnel to intending the boring of tunnel excavation position, and in the hole, bury monitoring instrument underground, form at least three perpendicular to the monitoring section of intending the tunnel excavation axis arranged, spacing between adjacent two monitoring sections is greater than footpath, one times plan tunnel excavation hole, and the Contents for Monitoring of each monitoring section comprises displacement monitoring, acoustic emission monitor(ing), stress monitoring and sound wave monitoring;
C, carry out the excavation of part section to intending tunnel excavation, and catch the country rock excavation response that this process causes by the monitoring instrument of burying underground, and then dig to full section, and catch the country rock excavation response that the process that digs causes by the monitoring instrument buried underground, to estimate different excavation sizes to the impacts of excavation response.
The xsect of described auxiliary tunnel is the circle of diameter 3m or the square of length of side 3m.
Among the described step c, excavate intending tunnel excavation top section first, then carry out the excavation of bottom section.
Among the described step c, excavate intending the tunnel excavation centre first, then centered by this centre to around dig.
The invention has the beneficial effects as follows: the present invention is by directly arranging monitoring instrument around tunnel excavation, system catches the country rock response that the different size tunnel excavation causes, avoid the restriction of shop experiment for size, also overcome the difficulty that numerical analysis method is described for the crack feature; Simultaneously, this method is pressed close to the engineering actual conditions more, also easilier carries out at the scene, not only can be directly used in the definite of footpath, on-the-spot tunnel excavation hole and construction method, and the data of check can be provided for numerical analysis; In addition, this method test cost and technical difficulty are all lower, and a kind of new method of work can be provided for the evaluation of size effect.
Description of drawings
Fig. 1 is the planimetric map of embodiment 1.
Fig. 2 is the sectional view of embodiment 1.
Fig. 3 is the sectional view of embodiment 2.
Embodiment
Embodiment 1: as shown in Figure 1, the present embodiment by catching the tunnel excavation response of different section size, obtains the understanding to size effect by directly arrange monitoring instrument around tunnel excavation; Its concrete steps are as follows:
A, intending with it parallel auxiliary tunnel 2 of one of tunnel excavation 1 one sides excavation, and guaranteeing that distance between two holes (intending tunnel excavation and auxiliary tunnel) is greater than three times footpath, plan tunnel excavation 1 hole, to avoid stress disturbed area; Auxiliary tunnel 2 sizes are can satisfy apparatus installation and data acquisition as the lowest limit, and 3m * 3m can meet the demands substantially, and in this example, the xsect of auxiliary tunnel 2 is the circle (its xsect also can be that the length of side is the square of 3m) of diameter 3m;
B, utilize auxiliary tunnel 2 to intending the boring of tunnel excavation 1 position, and in the hole, bury monitoring instrument underground, comprise multipoint displacement meter, hollow inclusion taseometer, calibrate AE sensor etc., forms at least three monitoring sections, play the effect of mutual checking check; Each monitoring section is all perpendicular to intending tunnel excavation 1 axis arranged, and the spacing between adjacent two monitoring sections is greater than one times footpath, plan tunnel excavation 1 hole, and the Contents for Monitoring of each monitoring section comprises displacement monitoring, acoustic emission monitor(ing), stress monitoring and sound wave monitoring; Wherein displacement monitoring is used for being directly acquainted with the displacement size differences that the different size tunnel causes, country rock break and the break difference of state of development be used for is understood in acoustic emission monitor(ing), judge the heavily stressed transfer case of country rock, stress monitoring is used for directly variation and the difference of the different excavation of monitoring size Wall Rock of Tunnel stress, and sonic detection is used for understanding relaxation depth with the situation of change of size; Described displacement monitoring, acoustic emission monitor(ing), stress monitoring and sound wave monitoring method are all same as the prior art, and therefore not to repeat here.
C, as shown in Figure 2 excavates intending tunnel excavation 1 top section first, and the shape of excavated section or size are determined according to the content of requirement of engineering evaluation, in this process, catch the response of country rock excavation by the monitoring instrument of burying underground; Then carry out the excavation of bottom section, and catch the country rock excavation response that the process that digs causes by the monitoring instrument buried underground, comprise distortion, stress, the damage zone degree of depth, acoustie emission event etc., the country rock response that twice different size tunnel excavation caused is as the variation tendency of basic data verification Mechanics Parameters of Rock Mass with size, obtain representational Mechanics Parameters of Rock Mass, for follow-up analytical calculation provides necessary support data, also can prove size effect simultaneously and determine rational tunnel excavation size.In this step, also can determine the excavation step number according to concrete needs.
Embodiment 2: as shown in Figure 3, the present embodiment construction procedure is substantially the same manner as Example 1, and its difference is, among the step c, excavate intending tunnel excavation 1 centre first, then centered by this centre to around dig, and the shape of twice excavated section is identical.
Claims (4)
1. estimate size effect to the test method of tunnel excavation response impact for one kind, it is characterized in that step is as follows:
A, intending with it parallel auxiliary tunnel (2) of one of tunnel excavation (1) one side excavation, and guaranteeing that distance between two holes is greater than three times footpath, plan tunnel excavation (1) hole;
B, utilize auxiliary tunnel (2) to intending the boring of tunnel excavation (1) position, and in the hole, bury monitoring instrument underground, form at least three perpendicular to the monitoring section of intending tunnel excavation (1) axis arranged, spacing between adjacent two monitoring sections is greater than footpath, one times plan tunnel excavation (1) hole, and the Contents for Monitoring of each monitoring section comprises displacement monitoring, acoustic emission monitor(ing), stress monitoring and sound wave monitoring;
C, carry out the excavation of part section to intending tunnel excavation (1), and catch the country rock excavation response that this process causes by the monitoring instrument of burying underground, and then dig to full section, and catch the country rock excavation response that the process that digs causes by the monitoring instrument buried underground, to estimate different excavation sizes to the impacts of excavation response.
2. evaluation size effect according to claim 1 is on the test method of tunnel excavation response impact, and it is characterized in that: the xsect of described auxiliary tunnel (2) is the circle of diameter 3m or the square of length of side 3m.
3. evaluation size effect according to claim 1 and 2 is characterized in that the test method of tunnel excavation response impact: among the described step c, excavate intending tunnel excavation (1) top section first, then carry out the excavation of bottom section.
4. evaluation size effect according to claim 1 and 2 is characterized in that the test method of tunnel excavation response impact: among the described step c, excavate intending tunnel excavation (1) centre first, then centered by this centre to around dig.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310247788.1A CN103323279B (en) | 2013-06-21 | 2013-06-21 | Evaluate the test method of size effect on tunnel excavation response impact |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310247788.1A CN103323279B (en) | 2013-06-21 | 2013-06-21 | Evaluate the test method of size effect on tunnel excavation response impact |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103323279A true CN103323279A (en) | 2013-09-25 |
| CN103323279B CN103323279B (en) | 2015-11-18 |
Family
ID=49192167
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201310247788.1A Active CN103323279B (en) | 2013-06-21 | 2013-06-21 | Evaluate the test method of size effect on tunnel excavation response impact |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103323279B (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107621417A (en) * | 2017-09-04 | 2018-01-23 | 中国电建集团华东勘测设计研究院有限公司 | Large scale brittle rock mass characteristic strength test device and method |
| CN108168921A (en) * | 2017-11-23 | 2018-06-15 | 中国电建集团华东勘测设计研究院有限公司 | Underground hole group Rock pillar stability evaluation method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1873187A (en) * | 2006-06-23 | 2006-12-06 | 董淑练 | Method of digging for tunnel construction |
| CN101638989A (en) * | 2009-07-30 | 2010-02-03 | 中铁二局股份有限公司 | Milling and supporting construction method of fault crushed zone of subbottom tunnel |
| CN101769154A (en) * | 2008-12-31 | 2010-07-07 | 中铁六局集团呼和浩特铁路建设有限公司 | Excavation supporting method for tunnel construction |
| CN101914912A (en) * | 2010-08-09 | 2010-12-15 | 中国科学院武汉岩土力学研究所 | In-situ testing method for deep underground engineering during rockburst preparation and evolution process |
| CN101922985A (en) * | 2010-08-04 | 2010-12-22 | 中国水电顾问集团华东勘测设计研究院 | Measurement method for stress change of rocks during TBM tunneling |
| CN102539652A (en) * | 2012-01-05 | 2012-07-04 | 浙江中科依泰斯卡岩石工程研发有限公司 | Method for monitoring response systematicness of excavation of adjacent rock of deep buried tunnel |
-
2013
- 2013-06-21 CN CN201310247788.1A patent/CN103323279B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1873187A (en) * | 2006-06-23 | 2006-12-06 | 董淑练 | Method of digging for tunnel construction |
| CN101769154A (en) * | 2008-12-31 | 2010-07-07 | 中铁六局集团呼和浩特铁路建设有限公司 | Excavation supporting method for tunnel construction |
| CN101638989A (en) * | 2009-07-30 | 2010-02-03 | 中铁二局股份有限公司 | Milling and supporting construction method of fault crushed zone of subbottom tunnel |
| CN101922985A (en) * | 2010-08-04 | 2010-12-22 | 中国水电顾问集团华东勘测设计研究院 | Measurement method for stress change of rocks during TBM tunneling |
| CN101914912A (en) * | 2010-08-09 | 2010-12-15 | 中国科学院武汉岩土力学研究所 | In-situ testing method for deep underground engineering during rockburst preparation and evolution process |
| CN102539652A (en) * | 2012-01-05 | 2012-07-04 | 浙江中科依泰斯卡岩石工程研发有限公司 | Method for monitoring response systematicness of excavation of adjacent rock of deep buried tunnel |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107621417A (en) * | 2017-09-04 | 2018-01-23 | 中国电建集团华东勘测设计研究院有限公司 | Large scale brittle rock mass characteristic strength test device and method |
| CN108168921A (en) * | 2017-11-23 | 2018-06-15 | 中国电建集团华东勘测设计研究院有限公司 | Underground hole group Rock pillar stability evaluation method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN103323279B (en) | 2015-11-18 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Cai et al. | Assessment of excavation damaged zone using a micromechanics model | |
| Villaescusa et al. | Stress measurements from oriented core | |
| Khandelwal et al. | Correlating static properties of coal measures rocks with P-wave velocity | |
| CN106644724B (en) | Method for detecting grouting reinforcement effect of weathered and broken water-rich surrounding rock of coal mine | |
| CN107024183B (en) | Roadway surrounding rock loose coil range test method and system | |
| CN110174463B (en) | Nondestructive quantitative testing method for three-dimensional mining stress field of working face | |
| CN102539652A (en) | Method for monitoring response systematicness of excavation of adjacent rock of deep buried tunnel | |
| CN107908919B (en) | Method for evaluating effectiveness of tight oil reservoir bedding joint | |
| CN103528718A (en) | Soft rock multi-measuring-point ground stress testing method by using connecting rod | |
| Zhang et al. | A new monitoring-while-drilling method of large diameter drilling in underground coal mine and their application | |
| CN111125872A (en) | Rock burst prediction method for TBM tunneling tunnel | |
| CN106032748A (en) | Detection method for hydrofracture crack extension rule based on borehole transient electromagnetic technology | |
| CN104569158A (en) | Rock mass quality classification and dynamic parameter estimation method based on blasting vibration test | |
| CN107842394A (en) | Large Span Underground chamber exploits the Dynamic Elastic Module detection method of roof stability | |
| CN103195425B (en) | A kind of coal mine roadway Surrounding Rock Strength situ Rapid Determination method | |
| CN104931353B (en) | Coal column plastic zone method of testing and test device | |
| CN105842067A (en) | Stress change and crack propagation direction test device and method | |
| CN110849316A (en) | Method for quantitatively evaluating damage area based on surrounding rock deformation modulus test | |
| Hu et al. | Response of acoustic emission and vibration monitoring data during rock block collapse in the tunnel: Small-and large-scale experiments study | |
| CN104088666A (en) | In-situ test method and structure for deeply-buried soft-rock tunnel | |
| CN108984807A (en) | A kind of coal mine down-hole tunnel deformation monitoring method | |
| CN103323279B (en) | Evaluate the test method of size effect on tunnel excavation response impact | |
| Martini et al. | Validation of nondestructive methods for assessing stone masonry using artificial neural networks | |
| CN112798474A (en) | Method and device for monitoring rock mass grouting diffusion range | |
| CN106501086A (en) | A kind of rock compressibility test system and method for testing |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |