CN103471648A - Disturbance construction monitoring method of top pipe tunnel - Google Patents
Disturbance construction monitoring method of top pipe tunnel Download PDFInfo
- Publication number
- CN103471648A CN103471648A CN2013103657966A CN201310365796A CN103471648A CN 103471648 A CN103471648 A CN 103471648A CN 2013103657966 A CN2013103657966 A CN 2013103657966A CN 201310365796 A CN201310365796 A CN 201310365796A CN 103471648 A CN103471648 A CN 103471648A
- Authority
- CN
- China
- Prior art keywords
- measuring point
- push pipe
- construction
- disturbance
- tunnel
- 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.)
- Pending
Links
Images
Landscapes
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to a disturbance construction monitoring method of a pipe-jacking tunnel, which is used for monitoring the disturbance condition generated in a top pipe construction process by using a remote monitoring system of a tunnel. The disturbance construction monitoring method comprises the following steps: selecting a zone to automatically monitor section layout according to the site construction environment; laying a layered horizontal displacement measuring point, a layered settlement measuring point, an underground water level measuring point, a pore water pressure measuring point and a soil pressure measuring point; from the part being 100m between the construction position and the monitored section to the part on which the top part is out of the hole, selecting different depths at the same level, respectively monitoring layered horizontal displacement, layered settlement, underground water level, pore water pressure and soil pressure; automatically transmitting monitored data to a remote database, and analyzing and processing through a digital platform. Compared with the prior art, the method has the advantages that grasping of disturbance influences on surrounding buildings and soil bodies in the top pipe jacking construction process by a worker is facilitated; the problem in construction is timely realized; safe construction and effective execution are ensured.
Description
Technical field
The present invention relates to remote automation monitoring field, tunnel, especially relate to the remote automation monitoring method of a kind of push pipe tunnel disturbance construction.
Background technology
Along with Chinese national economy continues development at a high speed, city increases day by day to the demand of electricity consumption, in the middle of city, will build more power cable tunnels.In city, newly-built power cable tunnel engineering characteristic is to pass through a large amount of existing buildings or structures.Development along with the Underground Crossing engineering, the disturbing influence that electric power tunnel wears up and down existing structure more and more comes into one's own, the constructing tunnel in bustling location in city particularly, research is in all directions carried out in planning, design, construction to electric power tunnel Underground Crossing engineering, the problem that analysis and solve occurs in each process and difficult point, become an urgent demand of tunnel construction.
In underground engineering field, the monitoring measurement technology is not only to the theory of computation, and whole Construction Technology level has been produced to huge and deep effect.As far back as the initial stage sixties, engineering circles has just been carried out with in the underground cavern excavation Bracing Process, success has been obtained in the fields such as the research and practice ， highway that it is the New Austrian Tunneling Method constructing tunnel new technology of guiding that hole wall country rock convergence-displacement measures as basis, the back analysis of take, railway, water conservancy and hydropower, coal, mining.New Austrian Tunneling Method using part with real-time measurement information as foundation, by the physical parameter of mechanical analysis calculative determination structure and rock soil medium and satisfied constitutive equation, and stratum stress distribution initially, on this basis to the overall situation and the distortion later stage and stressedly predicted and estimate.Having comprised structure and soil layer, the complicated factor such as construction infection even in metric data from working-yard, is very necessary for understanding and the regularity of holding the special and complicated like this engineering of underground structure.Simultaneously, accuracy and the degree of accuracy of carrying out smoothly field measurement of engineering propose higher requirement.On this meaning, field measurement is far beyond connotation and the coverage of original common engineering prospecting, and becomes the part of engineering design and construction.
At present, the theory of computation of tunnel structure is imperfection very still, in order to understand in work progress, and the stressing conditions of tunnel structure and the stress of the soil body and distortion, test just seems very important with monitoring technique.
The Remote Network Monitoring technology, by the transmission mode of wired or wireless network, set up centralized remote network monitoring system, realize grasping by Internet the monitoring situations such as the Construction Condition of the bid section of respectively constructing and ground settlement, underground utilities, underground water, surrounding enviroment impact whenever and wherever possible.By the Remote Network Monitoring technology, can realize just can not understanding Monitoring Data at the construction field (site), thereby grasp in time Construction Condition according to Monitoring Data, make counter-measure.Tunnel Engineering is passed through complicated condition mostly, it has asked a lot of above and below ground buildings or structures, especially closely pass through subway, overhead and skyscraper etc., difficulty of construction is larger, in order to reduce push pipe, pass through closing on the disturbing influence of buildings or structures, accurately and timely record and grasp structure situation, guarantee the normal and stable of tunnel, be necessary, during construction and operation, the construction disturbance situation is carried out to real-time monitoring.
Summary of the invention
Purpose of the present invention is exactly the disturbance construction monitoring method in a kind of push pipe tunnel that provides in order to overcome the defect that above-mentioned prior art exists.
Purpose of the present invention can be achieved through the following technical solutions: the disturbance construction monitoring method in a kind of push pipe tunnel, utilize the tunnel Remote Monitoring Technology to be monitored the disturbance situation produced in the jacking construction process, it is characterized in that, the method comprises the following steps:
1), according to site operation and environmental profiles, choose section and carry out the laying of automatic monitoring section;
2) lay layering horizontal shift measuring point, delaminating deposition measuring point, underground water table measuring point, pore water pressure measuring point and soil pressure measuring point;
3) appear to push pipe apart from monitoring section 100m from jacking construction, choose same aspect different depth, respectively layering horizontal shift, delaminating deposition, underground water table, pore water pressure and soil pressure are monitored;
4) the Monitoring Data automatic transmission is in remote data base, and carries out analyzing and processing by digital Platform.
Step 2) described laying layering horizontal shift measuring point is specially: first layering displacement inductance loop is enclosed within outside plastic tube, then plastic tube is embedded in the soil layer around the push pipe axial location, and draw earth's surface, by layering displacement induction installation, read deep soil movement.
Step 2) described laying pore water pressure measuring point is specially: bury the steel chord type WG underground in the soil layer around the push pipe axial location, by the frequency recorder reading, then utilize the WG parameter to obtain pore water pressure.
Step 2) described laying soil pressure measuring point is specially: bury the steel chord type earth pressure gauge underground in the soil layer around the push pipe axial location, by the frequency recorder reading, then utilize the earth pressure gauge parameter to obtain soil layer pressure.
Step 3) described monitoring delaminating deposition is specially: first to the measuring head of transferring the delaminating deposition tester, test successively all delaminating deposition measuring points, then measuring head is upwards carried, again all delaminating deposition measuring points are tested, scale has constantly all just occurred with sound and has been as the criterion in twice test, note slowing down test speed when sound is fast when ringing, treat that sound one sound presses the delaminating deposition tester at once, reading also is accurate to millimeter.
Step 3) described monitoring water level is specially: adopt the water level tester to measure twice to each water level measuring point, after measuring for the first time, the measuring head of water level tester is up being carried to a segment distance, and then putting down and measured.
Compared with prior art, the present invention utilizes Remote Monitoring Technology to carry out the Real-Time Measuring to Tunnel Engineering push pipe segment, pore water pressure, soil pressure, delaminating deposition, horizontal shift and water level have been carried out to long-range automatic monitoring, be conducive to the worker and grasp in push pipe jacking construction process the disturbing influence to Adjacent Buildings and the soil body, understand in time the problem occurred in construction, guarantee construction safety, effectively carry out.
The accompanying drawing explanation
Fig. 1 FB(flow block) of the present invention.
The planimetric map that Fig. 2 is embodiment of the present invention electric power tunnel layout of the monitoring points.
The sectional view that Fig. 3 is embodiment of the present invention electric power tunnel layout of the monitoring points.
Fig. 4 is each degree of depth soil pressure change curve of the embodiment of the present invention ((a) 3.25 meters degree of depth; (b) 6.25 meters degree of depth; (c) 9.25 meters degree of depth; (d) 12.25 meters degree of depth; (e) 15.25 meters degree of depth).
Fig. 5 is each degree of depth pore water pressure change curve of the embodiment of the present invention ((a) 3.25 meters degree of depth; (b) 6.25 meters degree of depth; (c) 9.25 meters degree of depth; (d) 12.25 meters degree of depth; (e) 15.25 meters degree of depth).
Fig. 6 is embodiment of the present invention delaminating deposition curve map ((a) 1# gaging hole; (b) 6# gaging hole; (c) 7# gaging hole).
Fig. 7 is embodiment of the present invention horizontal shift figure (the vertical push pipe direction of (a) 6# horizontal shift; (b) 6# parallel pipe jacking direction horizontal shift).
Fig. 8 is embodiment of the present invention WATER LEVEL CHANGES curve map.
Embodiment
Below in conjunction with the drawings and specific embodiments, the present invention is described in detail.
As shown in Figure 1, the disturbance construction monitoring method in a kind of push pipe tunnel, utilize the tunnel Remote Monitoring Technology to be monitored the disturbance situation produced in the jacking construction process, it is characterized in that, the method comprises the following steps:
1), according to site operation and environmental profiles, choose section and carry out the laying of automatic monitoring section;
2) lay layering horizontal shift measuring point, delaminating deposition measuring point, underground water table measuring point, pore water pressure measuring point and soil pressure measuring point;
3) appear to push pipe apart from monitoring section 100m from jacking construction, choose same aspect different depth, respectively layering horizontal shift, delaminating deposition, underground water table, pore water pressure and soil pressure are monitored;
4) the Monitoring Data automatic transmission is in remote data base, and carries out analyzing and processing by digital Platform.
As Figure 2-3, it is example that the three bid section push bench constructions of Shanghai World Expo electric power tunnel are take in the present invention, according to site operation situation and environmental profiles, choose 12#～13# segment and carry out the laying of automatic monitoring section, approximately 145 meters of No. 13 active wells of this section distance, ground environment is a slice hurst, lays altogether 9 monitoring points.
Embodiment mono-: the present embodiment adopts the disturbance construction monitoring method in a kind of push pipe of the present invention tunnel, soil pressure and pore water pressure are monitored, and respectively soil pressure and the pore water pressure change curve of 3.25m, 6.25m, 9.25m, 12.25m, five degree of depth of 15.25m arranged and analyze.
As shown in Figure 4, soil pressure is different on the impact of each degree of depth aspect at jacking construction.In the push pipe jacking stage, soil pressure approaches with push bench, the soil body each degree of depth aspect soil pressure increase in various degree that is squeezed.Wherein the maximum daily variation of T2-4 measuring point reaches 7kPa, and the T3-4 measuring point is due to the back of the body soil effect of push pipe head, and the soil body is subject to the shear extrusion effect to be increased to some extent.The soil pressure of each degree of depth aspect is advanced hole benefit slurry in the stage in mud sleeve formation and push pipe, the measuring point on push pipe buried depth top (3.25 meters, the 6.25 meters degree of depth) is reinvented and is reduced due to the soil body after disturbance, measuring point (12.25 meters, the 15.25 meters degree of depth) soil pressure lower than buried depth increases to some extent, and the later stage tends towards stability.And the extruding of the measuring point of parallel pipe jacking buried depth aspect maintains a stationary value after increasing substantially.
As shown in Figure 5, pore water pressure changes similar with the soil pressure variation tendency.Wherein 3.25 meters degree of depth measuring points are after push pipe passes through, and the pore water pressure effect of being squeezed dribbles, and substantially falls back to initial value.And the measuring point K2-4 of Parallel Tunnel buried depth substantially maintains a stationary value at push pipe after slightly increasing.Bottom measuring point K2-5 is at push pipe through the out-of-date 2.5kPa that only increases, and, along with the impact of the continuous formation of mud sleeve and later stage slip casting etc., obvious increase has appearred in the pore water pressure value, and amplification reaches 7kPa.
According to the situation of change of the Water And Earth Pressures measured data of push pipe jacking overall process, choosing house is references object, and super-large diameter push pipe jacking construction is divided into to following double teacher by different disturbance characteristic variations rules:
(1) push pipe jacking S1 in early stage
Push pipe is before appearing and arriving the protection zone, house, and soil layer, at the house load and initially under the long term of stress, has reached equilibrium state, and reservoir stress, strain are all in steady state (SS).
(2) jacking stage S2
The Main Stage that this stage is the jacking construction disturbance, comprise that push pipe approaches, push pipe passes through and head breaks away from three basic influence processes.At push pipe head face of tool Nearby Structure, because support pressure generally all is greater than the excavation face soil pressure, the soil body effect of being squeezed, resistance to shear of soil increases, and excess pore water pressure appears, comparatively significant as Fig. 4 (b), Fig. 5 (b), peak value obviously appears in curve.Push pipe by the time, the push pipe head inevitably drive surrounding soil particularly top and the bottom soil body move, form the native effect of the back of the body, stratum constantly is disturbed.When the push pipe head is deviate from, the head upper soil body has little time to fill under support conditions in slip casting, occur to unload and become flexible, and the Water And Earth Pressures in loose range descends to some extent, earth's surface distortion daily variation reaches maximum, most of ground generation sedimentation and deformation all comes from this.Wherein especially the 6.25m degree of depth measuring point on push pipe top is due in the zone that is in the disturbing influence maximum for the Water And Earth Pressures curve, and curve all falls after rise after reaching peak value to some extent.
(3) mud sleeve formation stages S3
Along with the continuous injection of mud and new mud sleeve is continuous and the polymerization of original mud sleeve, delay and stoped subsiding and loosening diffusion of the top soil body, the soil body after disturbance tends towards stability gradually.And the bottom solid soil changes comparatively slow in Equilibrium rejuvenation.Impact is the most significant as Fig. 4 (c), Fig. 5 (c), and Water And Earth Pressures reaches peak value and has little time to dissipate and continue to maintain higher value.
(4) push pipe is mended slurry stage S4 after entering hole
Because mainly containing water, CMC and bentonitic clay, the mud sleeve in jacking stage forms.Along with push pipe enters hole, mud sleeve is stablized gradually and is started and solidifies in a short time, and volume-diminished easily causes stratum sedimentation again, therefore must take secondary or mend slurry three times, just can guarantee work after the soil body larger sedimentation can not appear again.The part slurries also will constantly be filled in soil body hole, soil nature around constantly improveing, excavation boundary place also will produce mud-earth mixtures, and the Water And Earth Pressures that makes original position that adds of this part soil all rises to some extent simultaneously, as Fig. 4 (e), Fig. 5 (e) curve second half section.
(5) long-term consolidation stage S5
This stage is mainly the constantly fixed and adjustment of mud-earth mixtures that affected by disturbance and slip casting.Soil layer also will restore balance gradually under long term, and the time will continue some months even several years.
Embodiment bis-: the present embodiment is to being numbered 1#, 6#, and the delaminating deposition measuring point at 7# place is monitored, and to the sedimentation at different depth place, the relation curve along with the different time jacking is arranged and analyzes respectively.
As shown in Figure 6, negative delaminating deposition value represents sedimentation, positive delaminating deposition value representative protuberance.As can be seen from the figure, the delaminating deposition at different depth place constantly changes in time in the jacking construction process.In general, in the jacking process, the displacement of different soil shows as first protuberance, rear sedimentation.This phenomenon can be made description below theoretically: during the close measuring point of push pipe, during except propelling, positive pressure causes the stratum protuberance in early stage, and the friction force between shield shell and the soil body is also one of key factor caused the stratum protuberance.Because the intensity of District of Shanghai soft clay is low, highly sensitive, engineering characteristic is very poor, and soil body independence after the jacking disturbance is very poor, must stick to push pipe wall scholar, thereby produces larger friction force, causes the stratum protuberance.Along with pushing ahead of head, away from measuring point, this point becomes sedimentation by protuberance gradually, and along with the jacking sedimentation of push pipe becomes large gradually.This is mainly because the part soil body has been taken away in the friction of tube wall and the soil body, causes due to ground loss.
From the sedimentation value of different depths, the sedimentation value that is positioned at the 12.25m depth changes the most obvious, because this degree of depth is the most near the jacking buried depth of push pipe, therefore to the disturbing influence maximum of the soil body.From the vertical section direction along the push pipe axis, at the 6# gaging hole from axis 4m place, the soil layer disturbance clearly, solum settlement value maximum can reach 4cm, and, for the 7# gaging hole from axis 9m place, the impact of disturbance is very faint, the maximum settlement value that construction disturbance produces is much smaller than 1cm, can think thus, push pipe is on the impact of vertical axis direction in the scope of 9 meters left and right, and impact is less beyond 9 meters.
Embodiment tri-: the present embodiment is monitored the vertical push pipe direction horizontal shift of 6# gaging hole place and the horizontal shift of parallel pipe jacking direction, and to the horizontal shift at different depth place, the relation curve along with the different time jacking is arranged and analyzes respectively.
As shown in Fig. 7 (a), the squeezing action occurred level that the soil body in excavation face the place ahead is subject to push pipe to vertical movement, with approaching of push pipe, vertical push pipe direction horizontal shift increases gradually.Push pipe axis buried depth is 10.5m, and monitoring hole depth 14m increases horizontal shift with the degree of depth and also increases, and as we can see from the figure, the horizontal shift on August 17 reaches maximal value 6mm, occurs in degree of depth maximum.When push pipe, by after monitoring section, horizontal shift starts to reduce, and even occurs to the displacement of push pipe one side, and along with playing a role of mud sleeve, horizontal shift tends towards stability, and little fluctuation just occurs.
As shown in Fig. 7 (b), push pipe axis direction horizontal shift situation of change complexity, be subject to the joint effect of many factors.When jacking construction approaches monitoring section, the squeezing action of excavation face causes that the place ahead earth horizontal displacement increases, reached maximal value 4mm on August 18, the push pipe head is by after section, horizontal shift reduces, now push pipe has just passed through section, pipeline advances the drive surrounding soil to move forward, the soil body of head back pipeline is subject to shearing force also less, the mobile of the follow-up soil body can produce extruding, the space of pipeline can cause that the soil body moves to tube coupling, and the simultaneously cutting of cutterhead, vibrations, super (owing) are dug etc. and also can be caused the variation of earth horizontal displacement.
Embodiment tetra-: the present embodiment is to being numbered 1#, 6#, and the underground water table measuring point at 7# place is monitored, and to water level, the relation curve along with the different time jacking is arranged and analyzes respectively.
As shown in Figure 8, with approaching of push pipe head, the effects such as the vibrations of cutterhead, cutting, stirring cause that a part of water and the gas in the soil body occurs to flow and is discharged from, and the moisture in mud infiltrates in surrounding soil simultaneously, causes that underground water table raises.The push pipe head is by after monitoring section, and the soil body is subject to the shear action disturbance larger, and a part of moisture content is because seepage effect enters in soil body hole, and underground water table descends, the fixed dissipation of excess pore-water pressure that makes of the while soil body, and underground water table rises.Under these two kinds of factor impacts, fluctuation appears in underground water table, and overall variation is little.
Claims (6)
1. the disturbance construction monitoring method in a push pipe tunnel, utilize the tunnel Remote Monitoring Technology to be monitored the disturbance situation produced in the jacking construction process, it is characterized in that, the method comprises the following steps:
1), according to site operation and environmental profiles, choose section and carry out the laying of automatic monitoring section;
2) lay layering horizontal shift measuring point, delaminating deposition measuring point, underground water table measuring point, pore water pressure measuring point and soil pressure measuring point;
3) appear to push pipe apart from monitoring section 100m from jacking construction, choose same aspect different depth, respectively layering horizontal shift, delaminating deposition, underground water table, pore water pressure and soil pressure are monitored;
4) the Monitoring Data automatic transmission is in remote data base, and carries out analyzing and processing by digital Platform.
2. the disturbance construction monitoring method in a kind of push pipe according to claim 1 tunnel, it is characterized in that, step 2) described laying layering horizontal shift measuring point is specially: first layering displacement inductance loop is enclosed within outside plastic tube, again plastic tube is embedded in push pipe axial location soil layer on every side, and draw earth's surface, read deep soil movement by layering displacement induction installation.
3. the disturbance construction monitoring method in a kind of push pipe according to claim 1 tunnel, it is characterized in that, step 2) described laying pore water pressure measuring point is specially: in the soil layer around the push pipe axial location, bury the steel chord type WG underground, by the frequency recorder reading, then utilize the WG parameter to obtain pore water pressure.
4. the disturbance construction monitoring method in a kind of push pipe according to claim 1 tunnel, it is characterized in that, step 2) described laying soil pressure measuring point is specially: in the soil layer around the push pipe axial location, bury the steel chord type earth pressure gauge underground, by the frequency recorder reading, then utilize the earth pressure gauge parameter to obtain soil layer pressure.
5. the disturbance construction monitoring method in a kind of push pipe according to claim 1 tunnel, it is characterized in that, step 3) described monitoring delaminating deposition is specially: first to the measuring head of transferring the delaminating deposition tester, test successively all delaminating deposition measuring points, then measuring head is upwards carried, again all delaminating deposition measuring points are tested, scale has constantly all just occurred with sound and has been as the criterion in twice test, note slowing down test speed in the time of the fast sound of sound, treat that sound one sound presses the delaminating deposition tester at once, reading also is accurate to millimeter.
6. the disturbance construction monitoring method in a kind of push pipe according to claim 1 tunnel, it is characterized in that, step 3) described monitoring water level is specially: adopt the water level tester to measure twice each water level measuring point, after measuring for the first time, the measuring head of water level tester is up carried to a segment distance, and then put down and measured.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013103657966A CN103471648A (en) | 2013-08-21 | 2013-08-21 | Disturbance construction monitoring method of top pipe tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013103657966A CN103471648A (en) | 2013-08-21 | 2013-08-21 | Disturbance construction monitoring method of top pipe tunnel |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN103471648A true CN103471648A (en) | 2013-12-25 |
Family
ID=49796594
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2013103657966A Pending CN103471648A (en) | 2013-08-21 | 2013-08-21 | Disturbance construction monitoring method of top pipe tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103471648A (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104123434A (en) * | 2014-06-13 | 2014-10-29 | 国家电网公司 | Real-time active control method for surface subsidence generated by top pipe tunnel in penetrating expressway |
| CN104793262A (en) * | 2015-04-17 | 2015-07-22 | 中国矿业大学(北京) | Stratum hierarchical displacement monitoring method |
| CN105318859A (en) * | 2014-08-01 | 2016-02-10 | 上海凯盾工程技术有限公司 | Method for directly measuring and monitoring sedimentation deformation of underground pipeline and building structure and device of method |
| CN108225757A (en) * | 2018-01-09 | 2018-06-29 | 上海应用技术大学 | A kind of superimposing thread tunnel influences each other tunnel segment structure mechanical stae field testing procedure |
| WO2018141059A1 (en) * | 2017-02-06 | 2018-08-09 | The University Of British Columbia | Apparatus and method for monitoring loss of soil cover |
| CN111504533A (en) * | 2020-05-09 | 2020-08-07 | 核工业井巷建设集团有限公司 | Stress monitoring device and method for key positions of head and pipeline of push bench |
| CN114563036A (en) * | 2022-01-27 | 2022-05-31 | 深圳大学 | 3D prints graphite alkene sensor application system of geotechnical engineering multi-parameter monitoring |
| CN116358487A (en) * | 2023-02-09 | 2023-06-30 | 山东大学 | Micro-pressure ground deformation area-based area type monitoring system and method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2010163801A (en) * | 2009-01-16 | 2010-07-29 | Sumitomo Mitsui Construction Co Ltd | Permeability testing apparatus |
| CN202140118U (en) * | 2011-07-25 | 2012-02-08 | 中铁二十一局集团有限公司 | Tunnel construction safety early warning system based on three-dimensional digital tunnel platform |
| CN202230592U (en) * | 2011-09-06 | 2012-05-23 | 中铁十三局集团第一工程有限公司 | Alarm device of automatic tunnel multi-information monitoring |
| CN102621957A (en) * | 2012-03-27 | 2012-08-01 | 上海市电力公司 | Integrated operation monitoring and maintenance system for power tunnel |
| CN202548621U (en) * | 2012-03-23 | 2012-11-21 | 上海市电力公司 | Automatic remote monitoring system for power grid tunnel |
| CN103197644A (en) * | 2013-04-02 | 2013-07-10 | 西南交通大学 | Integration monitoring system and method of tunnel construction and operation phase |
-
2013
- 2013-08-21 CN CN2013103657966A patent/CN103471648A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2010163801A (en) * | 2009-01-16 | 2010-07-29 | Sumitomo Mitsui Construction Co Ltd | Permeability testing apparatus |
| CN202140118U (en) * | 2011-07-25 | 2012-02-08 | 中铁二十一局集团有限公司 | Tunnel construction safety early warning system based on three-dimensional digital tunnel platform |
| CN202230592U (en) * | 2011-09-06 | 2012-05-23 | 中铁十三局集团第一工程有限公司 | Alarm device of automatic tunnel multi-information monitoring |
| CN202548621U (en) * | 2012-03-23 | 2012-11-21 | 上海市电力公司 | Automatic remote monitoring system for power grid tunnel |
| CN102621957A (en) * | 2012-03-27 | 2012-08-01 | 上海市电力公司 | Integrated operation monitoring and maintenance system for power tunnel |
| CN103197644A (en) * | 2013-04-02 | 2013-07-10 | 西南交通大学 | Integration monitoring system and method of tunnel construction and operation phase |
Non-Patent Citations (6)
| Title |
|---|
| 丁文其等: "电力隧道超大直径顶管施工扰动特性研究", 《岩土力学》 * |
| 冯海宁等: "顶管施工对土体影响的现场试验研究", 《岩土力学》 * |
| 施文捷等: "矩形顶管施工周边地质环境变化规律分析", 《上海地质》 * |
| 温锁林等: "大断面矩形顶管施工对环境影响研究", 《中国市政工程》 * |
| 郑跃等: "受顶管施工影响的土体扰动分析与实测研究", 《地下空间与工程学报》 * |
| 魏纲等: "顶管施工引起的土体扰动理论分析及试验研究", 《岩石力学与工程学报》 * |
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104123434A (en) * | 2014-06-13 | 2014-10-29 | 国家电网公司 | Real-time active control method for surface subsidence generated by top pipe tunnel in penetrating expressway |
| CN105318859A (en) * | 2014-08-01 | 2016-02-10 | 上海凯盾工程技术有限公司 | Method for directly measuring and monitoring sedimentation deformation of underground pipeline and building structure and device of method |
| CN105318859B (en) * | 2014-08-01 | 2019-06-25 | 上海凯盾工程技术有限公司 | Directly measurement monitoring underground utilities and building structure sedimentation and deformation method and device thereof |
| CN104793262A (en) * | 2015-04-17 | 2015-07-22 | 中国矿业大学(北京) | Stratum hierarchical displacement monitoring method |
| CN104793262B (en) * | 2015-04-17 | 2016-11-02 | 北京城建集团有限责任公司 | A kind of monitoring method of strata division displacement |
| WO2018141059A1 (en) * | 2017-02-06 | 2018-08-09 | The University Of British Columbia | Apparatus and method for monitoring loss of soil cover |
| US11320260B2 (en) | 2017-02-06 | 2022-05-03 | The University Of British Columbia | Apparatus and method for monitoring loss of soil cover |
| CN108225757A (en) * | 2018-01-09 | 2018-06-29 | 上海应用技术大学 | A kind of superimposing thread tunnel influences each other tunnel segment structure mechanical stae field testing procedure |
| CN111504533A (en) * | 2020-05-09 | 2020-08-07 | 核工业井巷建设集团有限公司 | Stress monitoring device and method for key positions of head and pipeline of push bench |
| CN114563036A (en) * | 2022-01-27 | 2022-05-31 | 深圳大学 | 3D prints graphite alkene sensor application system of geotechnical engineering multi-parameter monitoring |
| CN114563036B (en) * | 2022-01-27 | 2023-12-05 | 深圳大学 | Graphene sensor application system for 3D printing geotechnical engineering multi-parameter monitoring |
| CN116358487A (en) * | 2023-02-09 | 2023-06-30 | 山东大学 | Micro-pressure ground deformation area-based area type monitoring system and method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103471648A (en) | Disturbance construction monitoring method of top pipe tunnel | |
| Lin et al. | Experimental study on failure behaviour of deep tunnels under high in-situ stresses | |
| CN111058855B (en) | Deformation control method and evaluation system for shield underpassing structure | |
| CN103076119B (en) | Method for measuring floor heave main control stress of laneway | |
| CN103293560B (en) | A kind of method of testing adopting triple stress court | |
| CN102995615B (en) | A kind of method of real-time for underground deep layer land movement | |
| CN101575861B (en) | Method for monitoring the settlement by using inclinometer tube | |
| CN102221332A (en) | Fiber grating multi-point sensing device for unconsolidated strata as well as monitoring system and method | |
| CN101608548B (en) | Method for protecting underground structure of single round shield side face construction in close distance | |
| CN201109914Y (en) | Apparatus for monitoring sedimentation of soft soil foundation | |
| CN105806418A (en) | Reservoir landslide multi-field information field monitoring system and construction method thereof | |
| CN103471647B (en) | A kind of shield tunnel remote automation monitoring method | |
| CN104989411A (en) | Liquefaction discriminating device and method of pipe piece surrounding saturated sand caused by shield construction | |
| CN109781773A (en) | A kind of frost heave device and its detection method being layered telescopic detection soil | |
| Yang et al. | Performance of overlapped shield tunneling through an integrated physical model tests, numerical simulations and real-time field monitoring | |
| CN105971615A (en) | Dynamic feedback adjusting shield tunneling earth pressure balance control method | |
| Liu et al. | Model test study on spatial deformation law of surrounding rock for super-large section and shallow buried tunnels | |
| CN205748469U (en) | Many Information Field monitoring systems of a kind of reservoir landslide | |
| Zhang et al. | Pressure characteristics of rectangular box jacking considering box-soil-lubricant interaction | |
| CN110245426B (en) | Finite element refined simulation method for pipe gallery structure pipe jacking construction | |
| Ma et al. | The influence of shallow buried double-line parallel rectangular pipe jacking construction on ground settlement deformation | |
| CN107389008A (en) | A kind of device and method of field monitoring overburden of the goaf space displacement | |
| Yu et al. | A jacking force study based on interpretation of box jacking records: A case study of curved rectangular box jacking in soft soil in Saitama, Japan | |
| Gao et al. | Mechanical behaviors of segments in small curvature radius intervals of shield tunnels: from field monitoring to laboratory testing | |
| CN102102358A (en) | Method for measuring deep sedimentation deformation of foundation by using wireless conduction water pressure meter |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C12 | Rejection of a patent application after its publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20131225 |