CN107355258A - Shallow tunnel advance core restrains system for monitoring displacement and method in advance - Google Patents
Shallow tunnel advance core restrains system for monitoring displacement and method in advance Download PDFInfo
- Publication number
- CN107355258A CN107355258A CN201710759646.1A CN201710759646A CN107355258A CN 107355258 A CN107355258 A CN 107355258A CN 201710759646 A CN201710759646 A CN 201710759646A CN 107355258 A CN107355258 A CN 107355258A
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- advance
- displacement
- steel pipe
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- monitoring
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- 238000006073 displacement reaction Methods 0.000 title claims abstract description 57
- 238000012544 monitoring process Methods 0.000 title claims abstract description 37
- 238000000034 method Methods 0.000 title claims description 18
- 238000005259 measurement Methods 0.000 claims abstract description 21
- 229910000831 Steel Inorganic materials 0.000 claims description 48
- 239000010959 steel Substances 0.000 claims description 48
- 239000002184 metal Substances 0.000 claims description 25
- 229910052751 metal Inorganic materials 0.000 claims description 25
- 230000003014 reinforcing effect Effects 0.000 claims description 22
- 238000005553 drilling Methods 0.000 claims description 21
- 239000002002 slurry Substances 0.000 claims description 13
- 230000005307 ferromagnetism Effects 0.000 claims description 11
- 238000003780 insertion Methods 0.000 claims description 8
- 230000037431 insertion Effects 0.000 claims description 8
- 238000004873 anchoring Methods 0.000 claims description 4
- 230000015572 biosynthetic process Effects 0.000 claims description 4
- 210000000078 claw Anatomy 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- 239000002689 soil Substances 0.000 claims description 2
- PCHJSUWPFVWCPO-UHFFFAOYSA-N gold Chemical compound [Au] PCHJSUWPFVWCPO-UHFFFAOYSA-N 0.000 claims 1
- 239000010931 gold Substances 0.000 claims 1
- 229910052737 gold Inorganic materials 0.000 claims 1
- 230000013011 mating Effects 0.000 claims 1
- 230000000630 rising effect Effects 0.000 claims 1
- 238000010276 construction Methods 0.000 abstract description 4
- 238000010586 diagram Methods 0.000 description 2
- 238000001125 extrusion Methods 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 230000000452 restraining effect Effects 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000012806 monitoring device Methods 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B11/00—Measuring arrangements characterised by the use of optical techniques
- G01B11/16—Measuring arrangements characterised by the use of optical techniques for measuring the deformation in a solid, e.g. optical strain gauge
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
A kind of shallow tunnel advance core restrains system for monitoring displacement in advance, including ground monitoring system, displacement measurement system is restrained in advance, described ground monitoring system includes whole station type electronic distance meter and datum mark system, described datum mark system is arranged near working region, and the datum mark system in service stage must be positioned at front of tunnel heading not by construction disturbance region or face rear stratum deformation stability region；Cost of the present invention is low, simple to operate and all operate carries out outside hole, can effectively predict tunnel deformation situation in advance, comprehensive anticipation is carried out to Tunnel Stability.
Description
Technical field
The invention belongs to tunnel deformation monitoring device or equipment technical field, and in particular to a kind of advanced core of shallow tunnel
Cubsoil restrains system for monitoring displacement and method in advance.
Background technology
It is main substantially in face by the way that before, advance core just has begun to be deformed during tunnel excavation
Show as extrusion deformation and Internal periphery pre- convergent deformation internally of the advance core to face direction, correlative study table
Bright, the deformation of front of tunnel heading advance core can not only assess cavern's stability, and front of tunnel heading country rock can also be become
Shaped reaction is made to be prejudged in advance.Advance core extrusion displacement at present can be entered by inserting slide attack in front of tunnel heading
Row monitoring, but the field monitoring problem of pre- convergence displacement is not solved accordingly, can only pass through numerical simulation at this stage
Or the mode of theory analysis is studied, therefore need that development is a kind of can be restrained displacement to advance core and carry out field measurement badly
System and corresponding monitoring method.
The content of the invention
The technical problems to be solved by the invention are to overcome above-mentioned deficiency, provide that a kind of cost is low, simple to operate and institute
There is operation to be carried out outside hole, can effectively predict tunnel deformation situation in advance, comprehensive anticipation is carried out to Tunnel Stability
Shallow tunnel advance core restrains system for monitoring displacement and method in advance.
Solving the technical scheme that above-mentioned technical problem uses is：Shallow tunnel advance core restrains system for monitoring displacement in advance
Including ground monitoring system, restrain displacement measurement system in advance, described ground monitoring system include whole station type electronic distance meter and
Datum mark system, described datum mark system are arranged near working region, and the datum mark system in service stage is necessary
Positioned at front of tunnel heading not by construction disturbance region or face rear stratum deformation stability region；Datum mark system includes mixed
Solidifying soil block and connection reinforcing bar, concrete block are embedded in stratum, and connection reinforcing bar is embedded in concrete block and stretches into stratum, connects
Reinforcing bar earth's surface end is provided with reflecting piece, and the electronic distance meter can accurately determine the horizontal range and vertical direction height between 2 points
Difference；
Described pre- convergence displacement measurement system includes：Directly over the pre- convergence displacement measurement point drafted at earth's surface it is downward
Vertical drilling, PVC sleeve pipes are installed in drilling, joint steel pipe is provided with PVC sleeve pipes, is spaced and sets on described joint steel pipe
Circular orientation support is equipped with, for preventing joint steel pipe from tilting, the bottom of joint steel pipe is provided with ferromagnetism joint, and ferromagnetism connects
Head is connected with being arranged on the metal anchorage installed on the anchored end concrete of drilling bottom, and drill tip, which is provided with, to be embedded in
Concrete fixed block in stratum, fixed flange is provided with the top of PVC sleeve pipes, fixed flange is arranged on concrete and fixed
In block, for fixing PVC sleeve pipe, top positioning component is provided with the top of joint steel pipe, is existed for measuring joint steel pipe top
Vertical displacement on tunnel axis direction.
The present invention top positioning component be：Connection sleeve pipe lower end is arranged on joint steel pipe, upper end is provided with connection steel
Muscle, connect and be provided with reflecting piece on reinforcing bar.
The concrete fixed block inlayed in the earth formation of the present invention is less than earth's surface, and described concrete fixed block is hollow circle
Cylinder, external diameter are 15~20cm, and internal diameter is equal to the external diameter of fixed flange, is highly 15~20cm.
For the joint steel pipe of the present invention using lightweight steel and by being formed more with fastener for connection, the length of every steel pipe is 1m,
It is connected through a screw thread between adjacent steel pipe.
The metal anchorage of the present invention is linked as one by middle reinforcing bar and the anchoring claw being arranged on middle reinforcing bar circumferencial direction
Body is formed, and described metal anchorage is cast in anchored end concrete, and metal anchorage is by ferromagnetism joint with being connected steel
Pipe is connected.
System for monitoring displacement is restrained in advance using above-mentioned shallow tunnel advance core carries out the pre- side for restraining displacement monitoring
Method comprises the following steps：
S1, datum mark are set：Drilled in the position for meeting measuring condition and datum mark is set, if currently used benchmark is unsatisfactory for
Datum mark more renewing in time during measuring condition, meeting requirement；
S2, measuring point drilling：According to monitoring plan, protected in earth's surface along equidistant drilling directly over tunnel axis, boring direction
Tunnel vault position should be reached by holding vertical and foot of hole；
S3, point equipment installation：By in the insertion drilling of PVC sleeve pipes, casing shoe is away from 30~50cm of bottom hole；To drilling hole bottom
A small amount of slurries are injected, after joint steel pipe is connected with metal anchorage one end in insertion drilling, connection paragraph by paragraph during insertion
Steel pipe, until metal anchorage reach bottom hole slurries in, wherein, slurries dosage should ensure that slurries can bury metal anchorage,
Anchored end concrete is formed after grout cures, so that metal anchorage is fixed in anchored end concrete；
S4, initial reading：：Top positioning component is arranged on joint steel pipe top, determined with whole station type electronic distance meter
Initial depth displacement h between positioning component top reflecting piece and datum mark0And record；
S5, pre- convergence displacement are surveyed：After the completion of initial reading, the amount of pre- convergence displacement is carried out according to monitoring plan frequency
Survey, measurement process is consistent with initial reading process, the final height obtained after advance core deforms between reflecting piece and datum mark
Path difference h；
S6, point equipment safeguard measure：Every time after the completion of measurement work, measuring point is protected using cover sheet and capping
Shield.
Displacement monitoring method is restrained according to above-mentioned shallow tunnel advance core in advance, described pre- convergence displacement meter is calculated public
Formula is：
U=h-h0
In formula, u is that measuring point restrains displacement, h, h in advance0The measurement discrepancy in elevation and initial height respectively between reflecting piece and datum mark
Difference.
Beneficial effects of the present invention are as follows：
(1), point layout and reading are operated in earth's surface and can completed, and will not cause to measure work and the mutual of construction does
Disturb；
(2), the repeatable utilization such as positioning component, joint steel pipe in the system, farthest reduces the wasting of resources；
(3), edpth of tunnel is smaller, and this method implementation cost and enforcement difficulty are lower；
(4), cost of the present invention it is low, it is simple to operate, effectively can predict in advance tunnel deformation situation, to Tunnel Stability carry out
Comprehensive anticipation.
Brief description of the drawings
Fig. 1 is the schematic diagram of ground survey system of the present invention.
Fig. 2 is the structural representation of pre- convergence displacement measurement system 2 of the invention.
Fig. 3 is ferromagnetism joint 2-6 and metal anchorage 2-8 structural representation in Fig. 2.
Fig. 4 is the structural representation of top positioning component 2-1 in Fig. 2.
Fig. 5 is that pre- convergence displacement meter of the invention calculates schematic diagram.
In figure：1st, datum mark system；2nd, displacement measurement system is restrained in advance；3rd, whole station type electronic distance meter；2-1, top are fixed
Hyte part；2-2, fixed flange；2-3, concrete fixed block；2-4, PVC sleeve pipe；2-5, circular orientation support；2-6, connection
Steel pipe；2-7、；Ferromagnetism joint；2-8, metal anchorage；2-9, anchored end concrete；2-1-1, reflecting piece；2-1-2, connection
Reinforcing bar；2-1-3, connection sleeve pipe.
Embodiment
The present invention is described in further details with reference to the accompanying drawings and examples, but the invention is not restricted to these implementations
Example.
Embodiment 1
In Fig. 1,2,3,4,5, shallow tunnel advance core of the present invention restrains system for monitoring displacement, including ground prison in advance
Examining system, pre- convergence displacement measurement system 2, described ground monitoring system include whole station type electronic distance meter 3 and datum system
System 1, described datum mark system 1 is arranged near working region, and the datum mark system in service stage must be positioned at the palm
Fang Wei is by construction disturbance region or face rear stratum deformation stability region in face of son；Datum mark system 1 includes concrete
Block and connection reinforcing bar, concrete block are embedded in stratum, and connection reinforcing bar is embedded in concrete block and stretches into stratum, connects reinforcing bar
Upper end is provided with reflecting piece, and the electronic distance meter 3 can accurately determine the horizontal range and the vertical direction discrepancy in elevation between 2 points；
Described pre- convergence displacement measurement system 2 includes：Directly over the pre- convergence displacement measuring points drafted at earth's surface it is downward
Vertical drilling, be provided with drilling in PVC sleeve pipes 2-4, PVC sleeve pipe 2-4 and be provided with joint steel pipe 2-6, the company of the present embodiment
Steel pipe 2-6 is met using lightweight steel and by being formed more with fastener for connection, the length of every steel pipe is 1m, is passed through between adjacent steel pipe
It is threadedly coupled, interval is provided with circular orientation support 2-5 on described joint steel pipe 2-6, for preventing joint steel pipe 2-6 from inclining
Tiltedly, joint steel pipe 2-6 bottom is provided with ferromagnetism joint 2-7, and ferromagnetism joint 2-7 mixes with the anchored end poured in the earth formation
Coagulate the metal anchorage 2-8 installed on native 2-9 to be connected, the metal anchorage 2-8 of the present embodiment by middle reinforcing bar and is arranged on
Anchoring claw on middle reinforcing bar circumferencial direction is connected as a single entity composition, and described metal anchorage 2-8 is cast in anchored end concrete
In, metal anchorage 2-8 upper ends are connected by ferromagnetism joint 2-7 with joint steel pipe 2-6.Drill tip, which is provided with, to be embedded in
Concrete fixed block 2-3 in stratum, the concrete fixed block 2-3 inlayed in the earth formation should be less than earth's surface, and the present embodiment mixes
It is hollow circular cylinder to coagulate native fixed block 2-3, and external diameter is 15~20cm, internal diameter equal to fixed flange external diameter, highly for 15~
20cm；Fixed flange 2-2 is machined with the top of PVC sleeve pipes 2-4, fixed flange 2-2 is arranged on concrete fixed block 2-3
In, for fixing PVC sleeve pipe 2-4, top positioning component 2-1 is installed, for measuring joint steel pipe at the top of joint steel pipe 2-6
The vertical displacement on top；The top positioning component 2-1 of the present embodiment is by reflecting piece 2-1-1, connection reinforcing bar 2-1-2, connection sleeve pipe
2-1-3 is connected and composed, and the connection sleeve pipe 2-1-3 of the present embodiment is PVC material sleeve pipe, and connection sleeve pipe 2-1-3 lower ends are arranged on company
Connect on steel pipe 2-6, upper end is provided with connection reinforcing bar 2-1-2, be connected with reflecting piece 2-1-3 on connection reinforcing bar 2-1-2.
System for monitoring displacement is restrained in advance using above-mentioned shallow tunnel advance core carries out the pre- side for restraining displacement monitoring
Method comprises the following steps：
S1, datum mark are set：Drilled in the position for meeting measuring condition and datum mark is set, if currently used datum mark is discontented with
Datum mark more renewing in time during sufficient measuring condition, meeting condition；
S2, measuring point drilling：According to monitoring plan, drilled in earth's surface along directly over tunnel axis, boring direction keeps vertical
And foot of hole should reach tunnel vault position；
S3, point equipment installation：By in the insertion drilling of PVC sleeve pipes, casing shoe is away from 30~50cm of bottom hole；To drilling hole bottom
A small amount of slurries are injected, after joint steel pipe is connected with metal anchorage one end in insertion drilling, connection paragraph by paragraph during insertion
Steel pipe, until metal anchorage reach bottom hole slurries in, wherein, slurries dosage should ensure that slurries can bury metal anchorage,
Anchored end concrete is formed after grout cures, so that metal anchorage is fixed in anchored end concrete；
S4, initial reading：Top positioning component is arranged on joint steel pipe top, it is fixed to be determined with whole station type electronic distance meter
Initial depth displacement h between hyte part top reflecting piece and datum mark reflecting piece0And record；
S5, pre- convergence displacement are surveyed：After the completion of initial reading, the amount of pre- convergence displacement is carried out according to monitoring plan frequency
Survey, measurement process is consistent with initial reading process, final to obtain after advance core deforms between reflecting piece center and datum mark
Depth displacement h；
S6, point equipment safeguard measure：Every time after the completion of measurement work, measuring point is protected using cover sheet and capping
Shield.
7th, shallow tunnel advance core according to claim 6 restrains displacement monitoring method in advance, it is characterised in that
Described pre- convergence displacement meter calculates formula：
U=h-h0
In formula, u is that measuring point restrains displacement, h, h in advance0The measurement discrepancy in elevation and initial height respectively between reflecting piece and datum mark
Difference.
Claims (7)
1. a kind of shallow tunnel advance core restrains system for monitoring displacement in advance, it is characterised in that：Including ground monitoring system, in advance
Displacement measurement system is restrained, described ground monitoring system includes whole station type electronic distance meter and datum mark system, described base
System is arranged near working region on schedule, and the datum mark system in service stage must be positioned at front of tunnel heading and not applied
Work disturbance region or face rear stratum deformation stability region；Datum mark system includes concrete block and connection reinforcing bar, mixes
Solidifying soil block is embedded in stratum, and connection reinforcing bar is embedded in concrete block and stretches into stratum, and connection reinforcing bar earth's surface end is provided with instead
Mating plate, the electronic distance meter can accurately determine the horizontal range and the vertical direction discrepancy in elevation between 2 points；
Described pre- convergence displacement measurement system includes：Hung down downward at earth's surface directly over the pre- convergence displacement measurement point drafted
It is straight to drill, PVC sleeve pipes are installed in drilling, joint steel pipe is provided with PVC sleeve pipes, is arranged at intervals with described joint steel pipe
Circular orientation support, for preventing joint steel pipe from tilting, the bottom of joint steel pipe is provided with ferromagnetism joint, ferromagnetism joint with
It is arranged on the metal anchorage installed on the anchored end concrete of drilling bottom to be connected, drill tip, which is provided with, is embedded in stratum
In concrete fixed block, be provided with fixed flange at the top of PVC sleeve pipes, fixed flange is arranged on concrete fixed block
In, for fixing PVC sleeve pipe, top positioning component is provided with the top of joint steel pipe, for measuring joint steel pipe top in tunnel
Vertical displacement on road axis direction.
2. shallow tunnel advance core according to claim 1 restrains system for monitoring displacement in advance, it is characterised in that described
Top positioning component be：Connection sleeve pipe lower end is arranged on joint steel pipe, upper end is provided with connection reinforcing bar, is connected and is set on reinforcing bar
It is equipped with reflecting piece.
3. shallow tunnel advance core according to claim 1 restrains system for monitoring displacement in advance, it is characterised in that：It is described
The concrete fixed block inlayed in the earth formation be less than earth's surface, described concrete fixed block is hollow circular cylinder, external diameter 15
~20cm, internal diameter are equal to the external diameter of fixed flange, are highly 15~20cm.
4. shallow tunnel advance core according to claim 1 restrains system for monitoring displacement in advance, it is characterised in that：It is described
Joint steel pipe using lightweight steel and by being formed more with fastener for connection, the length of every steel pipe be 1m, logical between adjacent steel pipe
Cross threaded connection.
5. shallow tunnel advance core according to claim 1 restrains system for monitoring displacement in advance, it is characterised in that：It is described
Metal anchorage be connected as a single entity and form by middle reinforcing bar and the anchoring claw that is arranged on middle reinforcing bar circumferencial direction, described gold
Category anchoring piece is cast in anchored end concrete, and metal anchorage is connected by ferromagnetism joint with joint steel pipe.
6. it is advance to restrain system for monitoring displacement progress in advance using the shallow tunnel advance core described in the claims 1~5
The method for holding back displacement monitoring comprises the following steps：
S1, datum mark are set：Drilled in the position for meeting measuring condition and datum mark is set, if currently used benchmark is unsatisfactory for measuring
Datum mark more renewing in time during condition, meeting requirement；
S2, measuring point drilling：According to monitoring plan, in earth's surface along equidistant drilling directly over tunnel axis, boring direction keeps perpendicular
Straight and foot of hole should reach tunnel vault position；
S3, point equipment installation：By in the insertion drilling of PVC sleeve pipes, casing shoe is away from 30~50cm of bottom hole；Enter to drilling hole rising pouring
A small amount of slurries, inserted after joint steel pipe is connected with metal anchorage one end in drilling, during insertion piecewise joint steel pipe,
Until metal anchorage reach bottom hole slurries in, wherein, slurries dosage should ensure that slurries can bury metal anchorage, and slurries coagulate
Gu anchored end concrete is formed after, so that metal anchorage is fixed in anchored end concrete；
S4, initial reading：：Top positioning component is arranged on joint steel pipe top, is determined and positioned with whole station type electronic distance meter
Initial depth displacement h between component top reflecting piece and datum mark0And record；
S5, pre- convergence displacement are surveyed：After the completion of initial reading, the measurement of pre- convergence displacement, amount are carried out according to monitoring plan frequency
Survey process is consistent with initial reading process, the final depth displacement h obtained after advance core deforms between reflecting piece and datum mark；
S6, point equipment safeguard measure：Every time after the completion of measurement work, measuring point is protected using cover sheet and capping.
7. shallow tunnel advance core according to claim 6 restrains displacement monitoring method in advance, it is characterised in that described
Pre- convergence displacement meter calculate formula be：
U=h-h0
In formula, u is that measuring point restrains displacement, h, h in advance0The measurement discrepancy in elevation and the initial discrepancy in elevation respectively between reflecting piece and datum mark.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710759646.1A CN107355258A (en) | 2017-08-30 | 2017-08-30 | Shallow tunnel advance core restrains system for monitoring displacement and method in advance |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710759646.1A CN107355258A (en) | 2017-08-30 | 2017-08-30 | Shallow tunnel advance core restrains system for monitoring displacement and method in advance |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN107355258A true CN107355258A (en) | 2017-11-17 |
Family
ID=60289682
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710759646.1A Pending CN107355258A (en) | 2017-08-30 | 2017-08-30 | Shallow tunnel advance core restrains system for monitoring displacement and method in advance |
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| Country | Link |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108007764A (en) * | 2017-12-29 | 2018-05-08 | 上海岩土工程勘察设计研究院有限公司 | Lower embedding type concrete component intensity Indirect testing devices and methods therefor |
| CN108562253A (en) * | 2018-03-05 | 2018-09-21 | 淮阴工学院 | A kind of method of Support System in Soft Rock Tunnels face stability distinguishing |
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| JPH04264228A (en) * | 1991-02-18 | 1992-09-21 | Shigeki Nagatomo | Underground subsidence measuring apparatus |
| CN102877447A (en) * | 2012-09-24 | 2013-01-16 | 中铁建设集团有限公司 | Shallow stratum multi-point settlement real-time monitoring device and method |
| CN205154263U (en) * | 2015-12-06 | 2016-04-13 | 中铁二十局集团第三工程有限公司 | Structure is monitored with surrouding rock deformation to shallow tunnel construction |
| CN105806310A (en) * | 2016-04-25 | 2016-07-27 | 绍兴文理学院 | Method for monitoring earth surface three-dimensional displacement of slope around tunnel entrance by using laser distance measurement instrument |
| CN106050242A (en) * | 2016-07-13 | 2016-10-26 | 同济大学 | On-site measurement device for extrusion deformation of front of tunnel face |
| CN207177973U (en) * | 2017-08-30 | 2018-04-03 | 福建省高速公路有限责任公司 | Shallow tunnel advance core restrains system for monitoring displacement in advance |
-
2017
- 2017-08-30 CN CN201710759646.1A patent/CN107355258A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH04264228A (en) * | 1991-02-18 | 1992-09-21 | Shigeki Nagatomo | Underground subsidence measuring apparatus |
| CN102877447A (en) * | 2012-09-24 | 2013-01-16 | 中铁建设集团有限公司 | Shallow stratum multi-point settlement real-time monitoring device and method |
| CN205154263U (en) * | 2015-12-06 | 2016-04-13 | 中铁二十局集团第三工程有限公司 | Structure is monitored with surrouding rock deformation to shallow tunnel construction |
| CN105806310A (en) * | 2016-04-25 | 2016-07-27 | 绍兴文理学院 | Method for monitoring earth surface three-dimensional displacement of slope around tunnel entrance by using laser distance measurement instrument |
| CN106050242A (en) * | 2016-07-13 | 2016-10-26 | 同济大学 | On-site measurement device for extrusion deformation of front of tunnel face |
| CN207177973U (en) * | 2017-08-30 | 2018-04-03 | 福建省高速公路有限责任公司 | Shallow tunnel advance core restrains system for monitoring displacement in advance |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108007764A (en) * | 2017-12-29 | 2018-05-08 | 上海岩土工程勘察设计研究院有限公司 | Lower embedding type concrete component intensity Indirect testing devices and methods therefor |
| CN108007764B (en) * | 2017-12-29 | 2023-12-29 | 上海勘察设计研究院(集团)股份有限公司 | Non-excavation detection device and method for strength of buried concrete member |
| CN108562253A (en) * | 2018-03-05 | 2018-09-21 | 淮阴工学院 | A kind of method of Support System in Soft Rock Tunnels face stability distinguishing |
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Application publication date: 20171117 |
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