CN104061871A - Novel tunnel non-contact deformation monitoring method - Google Patents
Novel tunnel non-contact deformation monitoring method Download PDFInfo
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- CN104061871A CN104061871A CN201310088075.5A CN201310088075A CN104061871A CN 104061871 A CN104061871 A CN 104061871A CN 201310088075 A CN201310088075 A CN 201310088075A CN 104061871 A CN104061871 A CN 104061871A
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Abstract
The invention discloses a tunnel rock soil deformation monitoring method, and particularly discloses a novel tunnel non-contact deformation monitoring method. A thickness R0 value of a plastic area is calculated. A sensor installing hole is drilled in a surrounding rock. One anchoring end is arranged at the tail end of an optical fiber single point displacement sensor. The anchoring end penetrates from the installing hole through the plastic area to be buried in an elastic area and fixed. The optical fiber single point displacement sensor is arranged in the plastic area. The top end, i.e. a flexible point, of a telescoping probe of the sensor is fixed on a tunnel excavation interface and used for measuring data. Deformation of the plastic area is calculated according to the value measured by the optical fiber single point displacement sensor. The monitoring data are transmitted to a tunnel port via optical fibers. During the process, consumption of manpower resource is low, the monitoring data are not manually influenced, loss and damage of the data in cable transmission can be effectively avoided, and an objective of automatic real-time monitoring can be realized via arrangement of the sensor device.
Description
Technical field
The present invention relates to deformation monitoring field, ground tunnel cavern, be specially a kind of novel tunnel noncontact deformation monitoring method.
Background technology
Since New Austrian Tunneling Method technology is come out, Tunnel Design and operating technique have had larger progress, and the feature that New Austrian Tunneling Method is constructed tunnel is, by field monitoring, tunnel surrounding is carried out to dynamic monitoring, and instructs according to this excavation operation in tunnel and the design and construction of supporting construction.
At present, the design effort of New Austrian Tunneling Method is under the guidance of its theoretical foundation, carries out after primary election design, then by work progress, the monitoring analysis of country rock is carried out to well designed with reference to the design parameter of built engineering.Therefore, monitoring is to monitor whether correct eyes of design, construction, is to monitor the whether means of safety and stability of country rock.It is accompanied by construction overall process all the time, facts have proved, utilizes engineering analog method and monitoring means acquisition relevant parameters to design and can receive promising result.Wherein in tunnel, empty deformation monitoring is effectively monitoring project the most directly perceived.
Traditional main monitoring mode that adopts the contacts such as convergence gauge of tunnel deformation monitoring, convergence gauge by connecting, dynamometry, range finding three parts form, distance measuring equipment is made up of steel band tape and micrometer caliper, micrometer caliper also has the effect of adjusting steel band tape tension force concurrently, while hanging between two measuring points precession micrometer caliper when measurement, steel band tape tension force can increase, until stop carrying out reading after precession while being increased to the tension value of regulation, by repeatedly measuring and ask the mode of difference to monitor the distortion of Tunnel during Construction.
Which exist human resources require high, affect that construction speed, Monitoring Data are subject to that man's activity is large and quantity is few and the weak point such as the easy destruction of measuring point, because layout and the measurement of measuring point rely on manpower to carry out completely, each monitoring needs 1-2 people to operate simultaneously, therefore need to reside at the construction field (site) monitoring personnel, Monitoring Data relies on people for reading simultaneously, different monitoring personnel may cause the personal error of reading, and the deformation values of a section of every monitoring needs 10 minutes consuming time even longer time.Therefore the quantity of Monitoring Data usually can not meet design and construction.Meanwhile, need be in tunnel monitoring section when monitoring the multi-direction steel ruler that draws, affect advancing and personnel's safety of Construction traffic.Because monitoring measuring point long term exposure is on tunnel-liner surface, in constructing tunnel process and easily measuring point is damaged, affect Monitoring Data.
Summary of the invention
The present invention, for overcoming the deficiencies in the prior art, defect, reaches the deformation effect of better monitoring tunnel cavern.
Technical scheme of the present invention is: a kind of novel tunnel noncontact deformation monitoring method, comprises the steps:
1) computational plasticity district thickness R0 value, tunnel excavation interface country rock around is from the superficial to the deep divided into plastic zone and elastic region, utilize rock mass strength value in the report of unified failure criterion and geotechnical engineering investigation to estimate the range boundary of plastic zone, i.e. plastic zone thickness R0 value;
The expression formula of unified failure criterion is as follows:
Or
Tunnel excavation is subject to the acting in conjunction of initial low stress p0 and internal pressure p, and in the elastic deformation stage, surrouding rock stress determined by Lame formula, that is:
In plastic zone of surrounding rock,
,
, with r=a,
for boundary condition, try to achieve plastic zone of surrounding rock stress:
Arrange continuously according to elastic region and plastic zone intersection radial stress:
Then survey and report that the rock mass strength value providing estimates the range boundary r of plastic zone, i.e. plastic zone thickness R0 value by ground.
2) sensor installation, in country rock, bore installation of sensors hole, the end of optical fiber single-point displacement sensor is arranged to an anchored end, anchored end is embedded in elastic region fixing by mounting hole through plastic zone, optical fiber single-point displacement sensor is positioned at plastic zone, the flexible probe tip of sensor is that moving point is fixed on tunnel excavation interface, for measurement data; Sensor is connected with Measurement &control computer by optical fiber and transmits data.
In step 1), adopt tunnel excavation plastic zone deformation rule to instruct constructing tunnel and well designed.
Step 2) described in anchored end for adopting reinforcing bar welding.
Step 2) described in optical fiber single-point displacement sensor length be greater than R0, range 50mm ~ 100mm, to meet the deflection of plastic zone, tunnel.
Step 2) described in mounting hole, for meeting the installation requirement of sensor, and ensure the installation site of sensor, drilling depth is 1m ~ 1.5m, diameter 50mm, aperture is reaming, enlarged diameter should be greater than 100mm.
Step 2) described in the flexible probe tip of sensor and tunnel excavation interface fixing, employing, at probe tip vertical welding one reinforcing bar, is imbedded reinforcing bar in Tunnel.
Optical fiber single-point displacement Fundamentals of Sensors carry a flexible probe for one end wherein, and flexible probe deforms with the displacement at tunnel excavation interface.Deformation test by probe goes out the deformation values between fixed point and moving point.Displacement transducer is made up of sensor side and anchored end, after tunnel excavation, around the distortion of country rock can be divided into elastic region and plastic zone, for instructing the deformation measurement data of design and construction to be mainly the plastic yield of country rock, therefore the anchored end of displacement transducer can be embedded within the scope of elastic region and fix through elasto-plastic range (elasto-plastic region) interface.Be that moving point is fixed on tunnel excavation interface by the flexible probe tip of sensor side.Can go out the deformation values within the scope of R0 between tunnel excavation interface and elasto-plastic range (elasto-plastic region) interface by Validity Test thus.
The present invention adopts optical fiber single-point displacement sensing device, imbed in tunnel surrounding surrouding rock deformation is monitored, Monitoring Data arrives hole by Optical Fiber Transmission, in this process, human resources expend few, Monitoring Data is not subject to man's activity, and loss and the damage of data can effectively avoid cable transmission time, and can realize by arranging of sensor device the object of auto-real-time monitoring, this method need not drawn steel ruler by sky in observation process in tunnel, does not affect the normal construction in tunnel.Simultaneously can be widely used in carrying out tunnel and subway light rail facility in the operation of deformation monitoring.
Brief description of the drawings
Fig. 1 is tunnel surrounding block plan;
Fig. 2 is installation of sensors schematic diagram;
Fig. 3 is installation of sensors hole tunnel drill hole pattern;
Fig. 4 is the probe tip anchoring schematic diagram of sensor.
Wherein 1---sensor, 2---anchored end, 3---flexible probe, 4---fixing reinforcing bar, 5---mounting hole, 6---tunnel-liner surface.
Embodiment
Below in conjunction with specific embodiment and Figure of description, the invention will be further described.Specific embodiment described herein only, in order to explain the present invention, is not intended to limit the present invention.
Embodiment 1: as depicted in figs. 1 and 2, after excavation, the tunnel distortion of country rock around can be divided into elastic region and plastic zone, for instructing the deformation measurement data of design and construction to be mainly the plastic yield of country rock.
As shown in Figure 2, the anchored end of displacement transducer is embedded within the scope of elastic region and is fixed through elasto-plastic range (elasto-plastic region) interface.Be that moving point is fixed on tunnel excavation interface by the flexible probe tip of sensor side.Can go out the deformation values within the scope of R0 between tunnel excavation interface and elasto-plastic range (elasto-plastic region) interface by Validity Test thus.
Before burying underground, sensor needs first to determine the range boundary of plastic zone, tunnel, it is the value of R0, unified failure criterion can consider that the impact of intermediate principal stress solves the stress and displacement of country rock, facts have proved that the result of trying to achieve can meet this method practicing in tunnel monitoring.
Or
The relational expression of stress and shear of rock intensity index in formula 1 unified failure criterion
Utilize the rock mass strength value proposing in unified failure criterion and geotechnical engineering investigation report can estimate the scope of plastic zone, be multiplied by after a safety coefficient in this R0 value.Can effectively monitor the plastic yield being caused by tunnel excavation.
Tunnel excavation is subject to the acting in conjunction of initial low stress p0 and internal pressure p, and in the elastic deformation stage, surrouding rock stress determined by Lame formula, that is:
In plastic zone of surrounding rock,
,
, with r=a,
for boundary condition, try to achieve plastic zone of surrounding rock stress:
Arrange continuously according to elastic region and plastic zone intersection radial stress:
Then survey and report that the rock mass strength value providing estimates the range boundary r of plastic zone, i.e. plastic zone thickness R0 value by ground.Be multiplied by after a safety coefficient in this R0 value.Can effectively monitor the plastic yield being caused by tunnel excavation.
This method is implemented the regulation of institute's employing sensor:
1) range of sensor: the measurement of sensor need be greater than the deformation values in plastic zone, previous experiences proves, the range of required sensor is 50mm-100mm.Current Fibre Optical Sensor can arrive this range.
2) length of sensor: the length of sensor need through plastic zone fixing with elastic region in, therefore sensor length need be greater than R0, because this sensor is made up of sensor side and anchored end two parts, therefore anchored end can freely lengthen.
Mounting condition in the tunnel that this method is implemented:
1) tunnel internal drilling: previous experiences proves, ensure that sensor passes plastic zone and is anchored within the scope of elastic region, the about 1m-1.5m of drilling depth, as shown in Figure 3.For ensureing that the normal use of sensor need to adopt the boring apparatus of diameter 50mm.Again position, aperture is extended to diameter >100mm, for the probe tip of anchoring sensor.
2) the probe tip anchor measure of sensor: as shown in Figure 4, for accurately measuring the distortion within the scope of tunnel excavation plastic zone, need to carry out rational anchoring to the probe tip of sensor.This method takes sensor to reequip, and is the fixing reinforcing bar of 8mm at diameter of probe tip vertical welding of sensor, and fixing reinforcing bar is imbedded in tunnel-liner surface or tunnel surface preliminary bracing.
Preferred embodiment of the present invention in sum, all changes of making according to technical solution of the present invention, the function of producing all belongs to protection scope of the present invention while not exceeding the scope of technical solution of the present invention.
Claims (6)
1. a novel tunnel noncontact deformation monitoring method, is characterized in that, comprises the steps:
1) computational plasticity district thickness R0 value, tunnel excavation interface country rock around is from the superficial to the deep divided into plastic zone and elastic region, utilizes rock mass strength value in unified failure criterion and geotechnical engineering investigation report to estimate the range boundary of plastic zone, i.e. plastic zone thickness R0 value,
The expression formula of unified failure criterion is as follows:
Or
Tunnel excavation is subject to the acting in conjunction of initial low stress p0 and internal pressure p, and in the elastic deformation stage, surrouding rock stress determined by Lame formula, that is:
In plastic zone of surrounding rock,
,
, with r=a,
for boundary condition, try to achieve plastic zone of surrounding rock stress:
Arrange continuously according to elastic region and plastic zone intersection radial stress:
Then survey and report that the rock mass strength value providing estimates the range boundary r of plastic zone, i.e. plastic zone thickness R0 value by ground;
2) sensor installation, in country rock, bore installation of sensors hole, the end of optical fiber single-point displacement sensor is arranged to an anchored end, anchored end is embedded in elastic region fixing by mounting hole through plastic zone, optical fiber single-point displacement sensor is positioned at plastic zone, the flexible probe tip of sensor is that moving point is fixed on tunnel excavation interface, for measurement data.
2. a kind of novel tunnel noncontact deformation monitoring method according to claim 1, is characterized in that step 2) described in anchored end for adopting reinforcing bar welding.
3. a kind of novel tunnel noncontact deformation monitoring method according to claim 1, is characterized in that step 2) described in optical fiber single-point displacement sensor length be greater than R0, range 50mm ~ 100mm scope.
4. a kind of novel tunnel noncontact deformation monitoring method according to claim 1, is characterized in that step 2) described in mounting hole, drilling depth is 1m ~ 1.5m, aperture is reaming.
5. a kind of novel tunnel noncontact deformation monitoring method according to claim 1, it is characterized in that, step 2) described in the flexible probe tip of sensor and tunnel excavation interface fixing, employing, at probe tip vertical welding one reinforcing bar, is imbedded reinforcing bar in Tunnel.
6. a kind of novel tunnel noncontact deformation monitoring method according to claim 1, is characterized in that, adopts tunnel excavation plastic zone deformation rule to instruct constructing tunnel and well designed in step 1).
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104931353A (en) * | 2015-07-17 | 2015-09-23 | 天地科技股份有限公司 | Coal pillar plastic zone testing method and device |
| CN107798195A (en) * | 2017-10-31 | 2018-03-13 | 河海大学 | A kind of surrounding rock displacement method for early warning theoretical based on damage dilatation |
| 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 |
| 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 |
| 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 |
| CN111412885A (en) * | 2020-04-23 | 2020-07-14 | 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 |
| CN113959838A (en) * | 2021-09-15 | 2022-01-21 | 深圳市比洋光通信科技股份有限公司 | Stress monitoring method for 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 |
|---|
| 丁勇 等: "隧道结构健康监测系统与光纤传感技术", 《防灾减灾工程学报》 * |
| 李宇翔 等: "非对称荷载作用下圆形洞室塑性区边界的近似计算", 《公路工程》 * |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104931353A (en) * | 2015-07-17 | 2015-09-23 | 天地科技股份有限公司 | Coal pillar plastic zone testing method and device |
| CN107798195A (en) * | 2017-10-31 | 2018-03-13 | 河海大学 | A kind of surrounding rock displacement method for early warning theoretical based on damage dilatation |
| 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 |
| CN111412885A (en) * | 2020-04-23 | 2020-07-14 | 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 |
| 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 |
| CN113959838A (en) * | 2021-09-15 | 2022-01-21 | 深圳市比洋光通信科技股份有限公司 | Stress monitoring method for optical fiber capillary tube |
| 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 |
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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 |