CN104061871B - A kind of tunnel noncontact deformation monitoring method - Google Patents
A kind of tunnel noncontact deformation monitoring method Download PDFInfo
- Publication number
- CN104061871B CN104061871B CN201310088075.5A CN201310088075A CN104061871B CN 104061871 B CN104061871 B CN 104061871B CN 201310088075 A CN201310088075 A CN 201310088075A CN 104061871 B CN104061871 B CN 104061871B
- Authority
- CN
- China
- Prior art keywords
- tunnel
- plastic zone
- sensor
- stress
- monitoring method
- 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.)
- Active
Links
Landscapes
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a kind of tunnel ground deformation monitoring method, specially a kind of novel tunnel noncontact deformation monitoring method.Computational plasticity area thickness R0 values, sensor mounting hole is bored in country rock, the end of optical fiber single-point displacement sensor is set into an anchored end, anchored end is embedded in elastic region by mounting hole through plastic zone fixed, optical fiber single-point displacement sensor is located in plastic zone, the flexible probe tip of sensor is that moving point is fixed on tunnel excavation interface, for measurement data, the value computational plasticity area's deformation measured according to optical fiber single-point displacement sensor.Monitoring Data is transferred to hole by optical fiber, human resources expend few in the process, Monitoring Data not by man's activity, and it is possible to prevente effectively from during cable transmission data loss and damage, it is possible to the purpose of auto-real-time monitoring is realized by the setting of sensor device.
Description
Technical field
The present invention relates to ground tunnel cavern deformation monitoring field, specially a kind of novel tunnel noncontact deformation monitoring side
Method.
Background technology
Since being come out from New Austrian Tunneling Method technology, Tunnel Design has larger progress with construction technology, and New Austrian Tunneling Method constructs tunnel
The characteristics of be that dynamic monitoring is carried out to tunnel surrounding by field monitoring, and instruct excavation operation and the supporting construction in tunnel according to this
Design and construction.
At present, the design work of New Austrian Tunneling Method is under the guidance of its theoretical foundation, to enter with reference to the design parameter of built engineering
After row primary election design, then by work progress the monitoring of country rock is analyzed to improve design.Therefore, monitoring is that monitoring is set
Meter, construction whether correct eyes, be monitoring country rock whether the means of safety and stability.It is real all the time along with construction overall process
Proof is trampled, utilizing works analogy method and monitoring means acquisition, which have related parameter to be designed, can receive promising result.Wherein
Empty deformation monitoring is effective monitoring project most directly perceived in tunnel.
The main monitoring mode using contacts such as convergence gauges of traditional tunnel deformation monitoring, convergence gauge by connection, dynamometry,
The part of ranging three is constituted, and range unit is made up of steel hand tape and micrometer caliper, and micrometer caliper also has adjustment steel hand tape concurrently
The effect of power, steel hand tape tension force can increase when precession micrometer caliper between two measuring points is hung on during measurement, until increase
Reading is carried out to after stopping precession during defined tension value, during monitoring constructing tunnel by way of repeatedly measuring and seeking difference
Deformation.
There are human resources and require that high, influence construction speed, Monitoring Data are big and quantity is few by man's activity in which
The weak point such as it is easily destroyed with measuring point, because the arrangement of measuring point and measurement fully rely on manpower and carried out, monitoring every time needs 1-2 people
Operate simultaneously, therefore need to reside monitoring personnel at the construction field (site), while Monitoring Data is by artificial reading, different monitoring personnel
The human error of reading is likely to result in, often monitoring the deformation values of a section needs time-consuming 10 minutes or even longer time.Therefore
The quantity of Monitoring Data can not usually meet design and construction.Meanwhile, need to be multi-direction in tunnel monitoring section during monitoring
Steel ruler is drawn, the traveling of Construction traffic and the safety of personnel is influenceed.Because monitoring measuring point is chronically exposed to tunnel-liner surface, in tunnel
In road work progress and its easily measuring point is damaged, Monitoring Data is influenceed.
The content of the invention
The present invention reaches the deformation effects of preferably monitoring tunnel cavern to overcome the deficiencies in the prior art, defect.
The technical scheme is that：A kind of novel tunnel noncontact deformation monitoring method, comprises the following steps：
1) country rock around computational plasticity area thickness R0 values, tunnel excavation interface is from the superficial to the deep divided into plastic zone and elasticity
Area, the range boundary of plastic zone is estimated using the rock mass strength value in unified failure criterion and geotechnical engineering investigation report, i.e.,
Plastic zone thickness R0 values；
The expression formula of unified failure criterion is as follows：
Or
Tunnel excavation is by initial low stress p0With the collective effect of interior pressure p, in elastic deformation stage, surrouding rock stress by
The determination of Lame formula, i.e.,：
F pressures from surrounding rock, δ1First principal stress, b tunnel diameters,Internal friction angle, δ2Second principal stress, δ3Third principal stress,
c0Cohesive strength, in plastic zone of surrounding rock, σ1=σr,σ3=σθ, with r=a, σr=-p is boundary condition, and trying to achieve plastic zone of surrounding rock should
Power：
A plastic zones diameter, σrDiametric(al) stress, σθAngle direction stress, σ1Maximum principal stress, σ3Minimum principal stress.
Continuously arranged according to elastic region and plastic zone intersection radial stress：
Then the rock mass strength value for surveying report offer by ground estimates the range boundary r of plastic zone, i.e. plastic zone thickness
R0 values.
2) install sensor, bores sensor mounting hole in country rock, and the end of optical fiber single-point displacement sensor is set into one
Individual anchored end, anchored end is embedded in elastic region by mounting hole through plastic zone and fixed, and optical fiber single-point displacement sensor is located at
In plastic zone, the flexible probe tip of sensor is that moving point is fixed on tunnel excavation interface, for measurement data；Sensor leads to
Optical fiber is crossed to be connected with Measurement ＆control computer and transmit data.
Step 1) in constructing tunnel instructed using tunnel excavation plastic zone deformation rule and improve design.
Step 2) described in anchored end to use reinforcement welding.
Step 2) described in optical fiber single-point displacement sensor length be more than R0, range 50mm~100mm, to meet tunnel
The deflection of plastic zone.
Step 2) described in mounting hole, to meet the installation requirement of sensor, and ensure the installation site of sensor, drilling
Depth is 1m~1.5m, and diameter 50mm, aperture is reaming, and enlarged diameter should be greater than 100mm.
Step 2) described in sensor stretch the fixation at probe tip and tunnel excavation interface, using vertical in probe tip
A reinforcing bar is welded, reinforcing bar is embedded in Tunnel.
Optical fiber single-point displacement Fundamentals of Sensors carry a flexible probe for wherein one end, and the probe that stretches is with tunnel excavation circle
The displacement in face and deform.The deformation values gone out by the deformation test of probe between fixed point and moving point.Displacement transducer
It is made up of sensor side and anchored end, the deformation of surrounding country rock can be divided into elastic region and plastic zone after tunnel excavation, for instructing
The deformation measurement data of design and construction is mainly the plastic deformation of country rock, therefore the anchored end of displacement transducer can be passed through into bullet
Plastic zone interface is embedded in the range of elastic region and fixed.It is that moving point is fixed on tunnel by the flexible probe tip of sensor side
Excavate interface in road.Thus can Validity Test go out deformation values between tunnel excavation interface and elasto-plastic range (elasto-plastic region) interface in the range of R0.
The present invention is used to be monitored in optical fiber single-point displacement sensing device, embedment tunnel surrounding to surrouding rock deformation, is monitored
Data are transferred to hole by optical fiber, and human resources expend few in the process, and Monitoring Data, and can be with not by man's activity
The loss and damage of data when being prevented effectively from cable transmission, it is possible to which auto-real-time monitoring is realized by the setting of sensor device
Purpose, this method be not required in monitoring process in tunnel it is empty draw steel ruler, the normal construction in tunnel is not influenceed.Simultaneously can be extensive
Applied to the tunnel and subway light rail facility in the operation that need to carry out deformation monitoring.
Brief description of the drawings
Fig. 1 is tunnel surrounding block plan；
Fig. 2 is sensor scheme of installation；
Fig. 3 is sensor mounting hole tunnel boring figure；
Fig. 4 anchors schematic diagram for the probe tip of sensor.
The flexible probe of wherein 1 --- sensor, 2 --- anchored end, 3 ---, 4 --- fixed reinforcing bar, 5 --- mounting hole,
6 --- tunnel-liner surface.
Embodiment
With reference to specific embodiment and Figure of description, the invention will be further described.Specific reality described herein
Example is applied only to explain the present invention, is not intended to limit the present invention.
Embodiment 1：As depicted in figs. 1 and 2, the deformation of country rock can be divided into elastic region and plastic zone around tunnel after excavation,
Deformation measurement data for design and construction is mainly the plastic deformation of country rock.
As shown in Fig. 2 the anchored end of displacement transducer is embedded in the range of elastic region simultaneously through elasto-plastic range (elasto-plastic region) interface
It is fixed.It is that moving point is fixed on tunnel excavation interface by the flexible probe tip of sensor side.Thus can Validity Test go out tunnel
Excavate the deformation values in the range of R0 between interface and elasto-plastic range (elasto-plastic region) interface.
The range boundary of determination tunnel plastic zone first, i.e. R0 value, unified failure criterion are needed before sensor is embedded
It is contemplated that the influence of intermediate principal stress solves stress and the displacement of country rock, in practice it has proved that the result tried to achieve can meet we
Method practicing in tunnel monitoring.
Or
Formula 1, formula 2 are the relational expression of stress and shear of rock intensity index in unified failure criterion,
Plastic zone can be estimated using the rock mass strength value proposed in unified failure criterion and geotechnical engineering investigation report
Scope, after the R0 values are multiplied by a safety coefficient.It can effectively monitor to be plastically deformed as caused by tunnel excavation.
Tunnel excavation is by initial low stress p0With the collective effect of interior pressure p, in elastic deformation stage, surrouding rock stress by
The determination of Lame formula, i.e.,：
F pressures from surrounding rock, δ1First principal stress, b tunnel diameters,Internal friction angle, δ2Second principal stress, δ3Third principal stress,
c0Cohesive strength,
In plastic zone of surrounding rock, σ1=σr,σ3=σθ, with r=a, σr=-p is boundary condition, and trying to achieve plastic zone of surrounding rock should
Power：
A plastic zones diameter, σrDiametric(al) stress, σθAngle direction stress, σ1Maximum principal stress, σ3Minimum principal stress.
Continuously arranged according to elastic region and plastic zone intersection radial stress：
, the range boundary r for reporting that the rock mass strength value provided estimates plastic zone, i.e. plastic zone thickness are then surveyed by ground
R0 values.After the R0 values are multiplied by a safety coefficient.It can effectively monitor to be plastically deformed as caused by tunnel excavation.
This method is implemented to use the regulation of sensor：
1) range of sensor：Measuring for sensor need to be proved more than the deformation values in plastic zone, previous experiences, required to pass
The range of sensor is 50mm-100mm.Current fibre optical sensor can reach the range.
2) length of sensor：The length of sensor is needed guiding through in plastic zone fixation and elastic region, therefore sensor length is needed
More than R0, because this sensor is made up of sensor side and anchored end two parts, therefore anchored end can be lengthened freely.
The mounting condition in tunnel that this method is implemented：
1) tunnel internal drilling：Previous experiences are proved, it is ensured that sensor is anchored in the range of elastic region through plastic zone, are bored
Hole depth about 1m-1.5m, as shown in Figure 3.To ensure that normal use of sensor needs the rig using diameter 50mm.Again
Orifice position is enlarged to diameter>100mm, the probe tip for anchoring sensor.
2) the probe tip anchor measure of sensor：As shown in figure 4, in the range of for accurate measurement tunnel excavation plastic zone
Deformation is, it is necessary to which the probe tip to sensor is reasonably anchored.This method is taken reequips to sensor, i.e., in sensing
The a diameter of 8mm of probe tip vertical welding one of device fixes reinforcing bar, fixed reinforcing bar embedment tunnel-liner surface or tunnel surface
In preliminary bracing.
It is preferred embodiments of the present invention in summary, all changes made according to technical solution of the present invention, the work(produced
Protection scope of the present invention is belonged to when can act on the scope without departing from technical solution of the present invention.
Claims (6)
1. a kind of tunnel noncontact deformation monitoring method, it is characterised in that comprise the following steps：
1) country rock around computational plasticity area thickness R0 values, tunnel excavation interface is from the superficial to the deep divided into plastic zone and elastic region, profit
The range boundary of plastic zone, i.e. plastic zone are estimated with the rock mass strength value in unified failure criterion and geotechnical engineering investigation report
Thickness R0 values,
The expression formula of unified failure criterion is as follows：
Or
Tunnel excavation is by initial low stress p0With the collective effect of interior pressure p, in elastic deformation stage, surrouding rock stress is by Lame
Formula determination, i.e.,：
F pressures from surrounding rock, δ1First principal stress, b tunnel diameters,Internal friction angle, δ2Second principal stress, δ3Third principal stress, c0It is viscous
Poly- power, in plastic zone of surrounding rock, σ1=σr,σ3=σθ, with r=a, σr=-p is boundary condition, tries to achieve plastic zone of surrounding rock stress：
A plastic zones diameter, σrDiametric(al) stress, σθAngle direction stress, σ1Maximum principal stress, σ3Minimum principal stress,
Continuously arranged according to elastic region and plastic zone intersection radial stress：
Then the rock mass strength value for surveying report offer by ground estimates the range boundary r of plastic zone, i.e. plastic zone thickness R0 values；
2) install sensor, bores sensor mounting hole in country rock, and the end of optical fiber single-point displacement sensor is set into an anchor
Fixed end, anchored end is embedded in elastic region by mounting hole through plastic zone and fixed, and optical fiber single-point displacement sensor is located at plasticity
In area, the flexible probe tip of sensor is that moving point is fixed on tunnel excavation interface, for measurement data.
2. a kind of tunnel noncontact deformation monitoring method according to claim 1, it is characterised in that step 2) described in anchor
Fixed end is to use reinforcement welding.
3. a kind of tunnel noncontact deformation monitoring method according to claim 1, it is characterised in that step 2) described in light
Fine single-point displacement sensor length is more than R0, range 50mm~100mm scopes.
4. a kind of tunnel noncontact deformation monitoring method according to claim 1, it is characterised in that step 2) described in install
Hole, drilling depth is 1m~1.5m, and aperture is reaming.
5. a kind of tunnel noncontact deformation monitoring method according to claim 1, it is characterised in that step 2) described in sense
The flexible probe tip of device and the fixation at tunnel excavation interface, using in the reinforcing bar of probe tip vertical welding one, tunnel is embedded to by reinforcing bar
In road preliminary bracing.
6. a kind of tunnel noncontact deformation monitoring method according to claim 1, it is characterised in that step 1) in use tunnel
Plastic zone deformation rule is excavated to instruct constructing tunnel and improve design.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310088075.5A CN104061871B (en) | 2013-03-19 | 2013-03-19 | A kind of tunnel noncontact deformation monitoring method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310088075.5A CN104061871B (en) | 2013-03-19 | 2013-03-19 | A kind of tunnel noncontact deformation monitoring method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104061871A CN104061871A (en) | 2014-09-24 |
| CN104061871B true CN104061871B (en) | 2017-07-25 |
Family
ID=51549703
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201310088075.5A Active CN104061871B (en) | 2013-03-19 | 2013-03-19 | A kind of tunnel noncontact deformation monitoring method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104061871B (en) |
Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104931353B (en) * | 2015-07-17 | 2017-10-31 | 天地科技股份有限公司 | Coal column plastic zone method of testing and test device |
| CN107798195B (en) * | 2017-10-31 | 2019-01-11 | 河海大学 | A kind of surrounding rock displacement method for early warning based on damage dilatation theory |
| CN108663013A (en) * | 2018-05-24 | 2018-10-16 | 上海应用技术大学 | Single point extensometer and tunnel excavation advance core deformation measurement method |
| CN109631837A (en) * | 2019-01-21 | 2019-04-16 | 中铁隧道勘察设计研究院有限公司 | A kind of method for embedding for subway work surface subsidence monitoring point |
| CN109631838A (en) * | 2019-01-22 | 2019-04-16 | 中铁隧道勘察设计研究院有限公司 | A kind of railway tunnel distortion monitoring points and method for embedding |
| CN111412885B (en) * | 2020-04-23 | 2021-07-27 | 长江水利委员会长江科学院 | Large deformation prediction method for extruded surrounding rock of large buried depth tunnel |
| CN111967080A (en) * | 2020-08-20 | 2020-11-20 | 中国地质大学（北京） | Tunnel mechanics model construction method based on uniform strength theory |
| CN113959838B (en) * | 2021-09-15 | 2024-03-29 | 深圳市比洋光通信科技股份有限公司 | Method for monitoring stress of optical fiber capillary tube |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000056143A (en) * | 1998-08-10 | 2000-02-25 | Mitsubishi Heavy Ind Ltd | Jig for optical fiber fixation, and fixation structure and tunnel for optical fiber |
| CN201322604Y (en) * | 2008-12-19 | 2009-10-07 | 哈尔滨工业大学 | Full-scale distributed type and local high-precision collinear fibre optic sensing observation system |
| CN101900532A (en) * | 2009-05-06 | 2010-12-01 | 中山大学 | Perturbation-fiber bragg grating coupling method-based technology for monitoring stability of rock-soil body |
| CN102168950A (en) * | 2010-12-20 | 2011-08-31 | 中铁隧道集团有限公司 | Method of using distributed optical fibers for advanced monitoring of tunnel surrounding rock deformation |
| CN202793330U (en) * | 2012-08-03 | 2013-03-13 | 王改鹏 | Non-contact deformation monitoring and measuring element for tunnel |
-
2013
- 2013-03-19 CN CN201310088075.5A patent/CN104061871B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000056143A (en) * | 1998-08-10 | 2000-02-25 | Mitsubishi Heavy Ind Ltd | Jig for optical fiber fixation, and fixation structure and tunnel for optical fiber |
| CN201322604Y (en) * | 2008-12-19 | 2009-10-07 | 哈尔滨工业大学 | Full-scale distributed type and local high-precision collinear fibre optic sensing observation system |
| CN101900532A (en) * | 2009-05-06 | 2010-12-01 | 中山大学 | Perturbation-fiber bragg grating coupling method-based technology for monitoring stability of rock-soil body |
| CN102168950A (en) * | 2010-12-20 | 2011-08-31 | 中铁隧道集团有限公司 | Method of using distributed optical fibers for advanced monitoring of tunnel surrounding rock deformation |
| CN202793330U (en) * | 2012-08-03 | 2013-03-13 | 王改鹏 | Non-contact deformation monitoring and measuring element for tunnel |
Non-Patent Citations (2)
| Title |
|---|
| 隧道结构健康监测系统与光纤传感技术;丁勇 等;《防灾减灾工程学报》;20051231;第25卷(第4期);375-380页 * |
| 非对称荷载作用下圆形洞室塑性区边界的近似计算;李宇翔 等;《公路工程》;20120831;第37卷(第4期);128-131页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN104061871A (en) | 2014-09-24 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104061871B (en) | A kind of tunnel noncontact deformation monitoring method | |
| CN109141265B (en) | A kind of advanced monitoring device of tunnel excavation country rock overall process deformation curve and its implementation method | |
| WO2021017984A1 (en) | Soil pressure and displacement monitoring system and method for miniature steel pipe pile body | |
| CN106524936B (en) | A kind of tunneltron canopy deformation monitoring method | |
| KR101162918B1 (en) | Method of measuring underground displacement using inclinometer | |
| CN105973285A (en) | Multifunctional intelligent anchor pole and installation arrangement method thereof | |
| CN106247965A (en) | Tunnel surrounding monitoring method based on multifunctional intellectual anchor pole | |
| CN108918012A (en) | One kind being used for Shield-bored tunnels country rock Disturbance stress monitoring method | |
| CN106759548B (en) | Monitoring system and monitoring method for grid anchor rod support cutting | |
| CN108280969A (en) | A kind of high slope surface deformation monitoring and warning system and its method for early warning | |
| CN105019485B (en) | A kind of excavation of foundation pit dead load test on pile foundation detection method | |
| CN107643137A (en) | A kind of miniature steel pipe pile pile stress test method | |
| CN107643138A (en) | A kind of miniature steel pipe pile pile stress test device | |
| CN103353280A (en) | Underground sensor network used for expressway life monitoring and deployment method thereof | |
| CN106871866A (en) | A kind of excavation face bottom sinking deformation monitoring device and its application method | |
| CN207215329U (en) | A kind of miniature steel pipe pile pile stress test device | |
| CN109764823A (en) | DEFORMATION MONITORING SYSTEM and method for concrete face rockfill dam | |
| CN105863701A (en) | Anchor rod sensor | |
| CN103808807B (en) | The measuring method in on-the-spot country rock micro rupture region | |
| CN116677453A (en) | Round TBM tunnel surrounding rock stability monitoring method and system | |
| CN110005467A (en) | The monitoring of tunnel face and optimum design method | |
| CN110715760B (en) | Full-length bonding inclined anchor rod axial force monitoring device and experimental method | |
| CN107860496A (en) | A kind of total length bonds reinforced anchor bolt body of rod surface shear stress method of testing | |
| CN209798848U (en) | Pile foundation load test device for fiber bragg grating sensing detection | |
| CN108060935B (en) | Embedding method of tunnel fiber grating force measurement lock pin anchor pipe |
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 | ||
| CP01 | Change in the name or title of a patent holder | ||
| CP01 | Change in the name or title of a patent holder |
Address after: 400016, No. 221, No. two, 1 Changjiang Road, Yuzhong District, Chongqing Patentee after: Chongqing Institute of Building Science Co.,Ltd. Address before: 400016, No. 221, No. two, 1 Changjiang Road, Yuzhong District, Chongqing Patentee before: CHONGQING CONSTRUCTION SCIENCE Research Institute |