CN104061845B - Drill hole buried-in type device for observing grouting lifting deformation in any spherical radial directions - Google Patents
Drill hole buried-in type device for observing grouting lifting deformation in any spherical radial directions Download PDFInfo
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- CN104061845B CN104061845B CN201410252634.6A CN201410252634A CN104061845B CN 104061845 B CN104061845 B CN 104061845B CN 201410252634 A CN201410252634 A CN 201410252634A CN 104061845 B CN104061845 B CN 104061845B
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- measuring staff
- sleeve pipe
- peephole
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- plasma resistance
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Abstract
The invention relates to a drill hole buried-in type device for observing grouting lifting deformation in any spherical radial directions. The drill hole buried-in type device for observing grouting lifting deformation in any spherical radial directions comprises a measurement rod (2) arranged in a lifting observation hole (1), wherein one end of the measurement rod (2) is positioned out of the opening of the lifting observation hole (1), the outer end of the measurement rod (2) penetrates through a steel plate (15) and a gauge seat (6) sequentially to be connected with a connection rod frame (11), and the measurement rod (2) is a hollow tube contacting with the bottom of the lifting observation hole (1). A grout blocking plug (3) is arranged on the wall of the lower portion of the measurement rod (2) and seals the inner wall of the lifting observation hole (1), and the part from the grout blocking plug (3) to the bottom of the lifting observation hole (1) serves as an anchorage section (17) of the measurement rod (2). The drill hole buried-in type device can be buried in any spherical radial directions and perform lifting deformation observation and has the advantages of being convenient to install, accurate in measurement, easy to recycle and the like. Due to the fact that multiple protection mechanisms are arranged to prevent the lifting observation device from lose efficacy, the drill hole buried-in type device for observing grouting lifting deformation in any spherical radial directions has strong reliability.
Description
Technical field
The present invention relates to Hydraulic and Hydro-Power Engineering grouting safety monitoring technology field, any in particular to a kind of boring built-in type
Sphere diameter lifts deformation observing device to grouting.
Background technology
The propelled at high velocity built with China's Hydraulic and Hydro-Power Engineering, the grouting technique for based process and structural strengthening obtains
Apply to extensive.But, the matched deformation observation technology particularly core observation device that lifts does not improve substantially.At present
In grouting works widely used lift deformation observing device predominantly vertically downward, boring built-in type device (hereinafter referred to as normal
Rule device), its major function be in grouting monitoring rock mass or structure vertical upwards lift deformation, be typically only applicable to vertical
Work (as engineering grouting such as grout curtain, conventional dam foundation consolidation groutings) embedded, observation when facing down well cementing.And to steep
Incline, upright scar and any nose-up direction grouting when (as induced joint slope monolith basement rock grouting, Underground Powerhouse consolidation
The engineerings such as grouting, crown rockfill grouting are in the milk), need to monitor the deformation that lifts of oblique lower section, that is, require in any sphere diameter to burying
If lifting device, reliable deformation observing device in engineering practice, is there is no to adopt for extensive.If directly using vertically downward, boring
Then there are the following problems for the buried conventional equipment of in the hole:
(1) when embedded direction be level of approximation or arbitrarily to face upward when, bottom hole anchorage mortar (or cement mortar) is difficult to pass through
Jettisoning (or gravity flow) mode under Gravitative Loads the solidification of access aperture bottom it is impossible to form reliable anchoring section.
(2) gap between trocar sheath and crag effectively can not be filled it is difficult to effectively by the way of sand under water filling
Intercept the cement grout penetrating in the hole by borehole fissure, thus leading to trocar sheath and rock mass locking.
(3) play bottom hole every the clay that slurry acts on or butter can not be full of under Gravitative Loads corresponding hole section and formed bottom hole every
Slurry section.
(4) trocar sheath, interior measuring staff are under gravity easily from installation in the hole Automatic-falling.
A kind of any of the above described defective mounting all can lead to this to lift observation device inefficacy.
Therefore, generally adopted in the past vertically downward, boring built-in type device cannot be applied to steep dip, the grouting of upright scar
Or any nose-up direction grouting lifts deformation observation and a kind of can lift deformation in any sphere diameter to install observation it would be highly desirable to work out
Device, to adapt to the needs of engineering large-scale application.
Content of the invention
For the deficiencies in the prior art, the invention provides a kind of boring built-in type free kick is radially in the milk to lift to deform seeing
Survey device.This device functionally possess observation free kick radial direction grouting lift deformation, using process reliable and stable, measure number
The features such as according to high precision；This device can be buried in narrow limited space simultaneously, and installation process is convenient, efficient.
The technical scheme is that and reached by following measure: radially grouting lifts deformation to boring built-in type free kick
Observation device, including being arranged on the measuring staff lifting in peephole, one end of described measuring staff is located at and lifts outside peephole aperture, described
The outer end of measuring staff is gradually installed steel plate, Magnetic gauge stand and is connected bridge, and the described connection bridge other end is connected with amesdial,
Described amesdial is arranged at and lifts on the other concrete pier in peephole aperture, is: described measuring staff is and lifts in place of its feature
The hollow pipe of the bottom hole contact of peephole, the bar wall of described measuring staff bottom has plasma resistance plug, and described plasma resistance plug sealing lifts observation
In the hole wall, the anchoring section that described plasma resistance plug is measuring staff to the bottom hole lifting peephole, there is cement grout in described anchoring section.
In technique scheme, described plasma resistance Sai You center is provided with the circular steel plate of the through hole passing through for measuring staff and to institute
State the anti-seepage geomembrane composition that the edge of circular steel plate is wound around.By the barrier of circular steel plate and the border of anti-seepage geomembrane
Sealing, plasma resistance plug and lift the hole wall border of peephole and can form complete confined space so that the water that injects by measuring staff
Slurry liquid is closed in plasma resistance plug bottom.
In technique scheme, below described plasma resistance plug, on the bar wall of measuring staff, have slurry discharging hole.Slurry discharging hole can make injection
Cement grout in measuring staff is more unimpeded, rapidly scatter and flow into the bottom hole lifting peephole.
In technique scheme, lift more than peephole aperture direction in described plasma resistance plug court and be provided with sleeve pipe, and described
Sleeve pipe is elongated to be nested in measuring staff periphery.When in the hole occurs grout leaking, sleeve pipe, as the interval slurry of crag and measuring staff, can effectively be kept away
Exempt from crag and entirety is welded as by serosity, so that it is guaranteed that lift value observed result not being affected with measuring staff is elongated.
In technique scheme, there is between described sleeve pipe bottom and plasma resistance plug cavity, described sleeve pipe is led to plasma resistance plug
Cross anti-seepage geomembrane projection to separate.Routine observation device uses clay or butter to be used for every slurry at this position, due to its intensity
Typically relatively low, easily by high pressure serosity electrical breakdown after grout leaking, after serosity sleeve pipe is internal and welds as entirety it with measuring staff,
Will eventually lead to lift observation device inefficacy；And here by the anti-seepage geomembrane higher using structural strength, can effectively improve
Lift the effectiveness of observation, be simultaneously achieved in the presence of not against deadweight, edge is arbitrarily filled out to one section to sleeve bottom
Fill and formed the purpose every slurry section for the bottom hole.
In technique scheme, described measuring staff and sleeve pipe are consisted of screwed connection multiple segmentations.To have observed
Reclaim from lifting to take out peephole after reversion screw thread paragraph by paragraph after one-tenth.This measure one side be adapted to the confined space be observed fill
Put installation, the later stage simultaneously also allowing for observation device recycles.
In technique scheme, described sleeve pipe outer wall elongated winding anti-seepage geomembrane.When in the hole occurs grout leaking, conventional
The Extra-fine sand that device adopts is loose because of self structure, there is a possibility that to lose efficacy every slurry, reliability is relatively poor；And outside sleeve pipe
Anti-seepage geomembrane can more effectively intercept serosity locking sleeve pipe, prevent from lifting observation device and lost efficacy, also achieve simultaneously not against
In the presence of deadweight, edge is arbitrarily filled with to device to hole parietal suture gap and forms the purpose every slurry for the hole wall.
In technique scheme, the anti-seepage geomembrane segmentation of described sleeve pipe outer wall is wound around and overlapped overlap joint, each phase
Lin Duan lap-joint is fixed to anti-seepage geomembrane colligation by iron wire or unsintered tape.Because measuring staff and sleeve pipe are segmentation and connect, then
Anti-seepage geomembrane also correspondingly segmentation be wrapped in sleeve outer wall, and properly fix to facilitate installation.
In technique scheme, described sleeve pipe is fixed on scar by expansion bolt at the aperture of peephole lifting
On.Expansion bolt is fixed on sleeve pipe on the crag in aperture of peephole it is ensured that sleeve pipe will not the landing from hole.
The design principle of the present invention is: radially bores along free kick and lifts peephole, hollow measuring staff is put into and lifts observation
Hole, welds circular steel plate in measuring staff near bottom hole position, is wound around anti-seepage geomembrane, forms plasma resistance plug.Using plasma resistance plug and hole wall
The border that (bottom) is formed can solidify formation anchoring it is ensured that the cement grout at (inclusion is faced upward) hand-hole bottom is equal under any angle
Section, and have concurrently every slurry effect.Measuring staff is anchored at and lifts peephole bottom hole, as absolutely not moved end.Trocar sheath is wound around antiseepage geotechnique
After film paragraph by paragraph under enter in peephole, to protect measuring staff, both sleeve pipes and basement rock dead by cement mortar casting in this, as every slurry.Work
During journey grouting, basement rock is acted on by grouting pressure after producing the displacement of measuring staff relatively, and the amesdial that can be installed by aperture is accurate
Observation.
Compared with prior art, the present invention has done significant improvement to the core apparatus lifting deformation observation, with the obvious advantage, effect
Fruit actively, has the advantage that
(1) can be radially embedded along free kick.By welding circular steel plate in measuring staff near bottom hole position and being wound around geomembrane
Form plasma resistance plug, be wound around anti-seepage geomembrane, measuring staff Drilling slurry discharging hole, orifice sleeve welding circular steel plate and adopting trocar sheath is elongated
Ensure that (i.e. Spatial Sphere radial direction) all can reliably be installed under any angle with measures such as expansion bolts.And conventional equipment can only be fitted
For vertical operation face down well cementing when embedded.
(2) better reliability.When there is grout leaking in boring, the anti-seepage geomembrane outside sleeve pipe can effectively intercept serosity and enter
In the hole locking sleeve pipe and measuring staff, prevent from lifting observation device inefficacy.And then there is obstruct serosity in the Extra-fine sand that conventional equipment adopts
The probability losing efficacy, reliability is relatively poor.In addition, conventional equipment bottom hole is carried out every slurry using clay or Gypsum Fibrosum butter, due to
Its intensity is typically relatively low, easily by high pressure serosity electrical breakdown, thus leading to sleeve pipe, measuring staff and basement rock to weld as entirety, occurs lifting
The situation that observation device lost efficacy.
(3) easy to be recycled.The anti-seepage geomembrane being wound around along trocar sheath can effectively prevent sleeve pipe from embracing with the hole grout cures
The appearance of dead situation, after the completion of observation, pull-out after can inverting screw thread paragraph by paragraph recycles.And conventional equipment then exist trocar sheath with
Serosity local solidification leads to reclaim difficult or overall situation about scrapping.
(4) installation is easier, is easily controlled quality.During installation directly adopt marketed anti-seepage geomembrane, steel thimble,
The standard components such as measuring staff (material), operation is relatively easy, installation procedure standardization, is easily controlled quality.And during conventional equipment installation
Also need in addition to boil Gypsum Fibrosum butter or twist sand etc., complex procedures under clay ball and water filling, installation quality is difficult to control to.
Brief description
Fig. 1 is the complete structure schematic diagram (horizontal direction) after first embodiment of the invention installation；
Fig. 2 is mplifying structure schematic diagram at i in Fig. 1；
Fig. 3 is cross section structure diagram at a-a in Fig. 1；
Fig. 4 is cross section structure diagram at b-b in Fig. 1；
Fig. 5 is cross section structure diagram at c-c in Fig. 1；
Fig. 6 is the in the hole structural representation (horizontal direction) in first embodiment of the invention installation process；
Fig. 7 is measuring staff, sleeve pipe and anti-seepage geomembrane subsection connecting structure schematic diagram；
Fig. 8 is cross section structure diagram at d-d in Fig. 7；
Fig. 9 is the complete structure schematic diagram (vertically upward) after second embodiment of the invention installation.
In figure: 1. lift peephole, 2. measuring staff (or measuring staff in claiming), n-th section of measuring staff of 2.1., (n+1)th section of measuring staff of 2.2.,
2.3. measuring staff screw thread, 3. plasma resistance plug, 4. sleeve pipe (or claiming trocar sheath), n-th section of sleeve pipe of 4.1., (n+1)th section of sleeve pipe of 4.2., 4.3. covers
Pipe screw thread, 5. anti-seepage geomembrane, n-th section of anti-seepage geomembrane of 5.1., (n+1)th section of anti-seepage geomembrane of 5.2., 5.3. iron wire or rubber
Band, 6. slurry discharging hole, 7. cement grout, 8. plastic flexible pipe, 9. cotton yarn, 10. expansion bolt, 11. connection bridges, 12. concrete piers,
13. glass plates, 14. amesdials, 15. steel plates, 16. Magnetic gauge stands, 17. anchoring sections, 18. cavitys, 19. anti-seepage geomembranes are raised,
G. scar, direction shown in figure arrow flows to for cement grout.
Specific embodiment
Describe the performance of the present invention below in conjunction with accompanying drawing in detail, but they do not constitute limitation of the invention, only
For example.Simultaneously by following explanation, advantages of the present invention will become clearer from easy to understand.
Understand refering to accompanying drawing: radially grouting lifts deformation observing device, including setting to present invention boring built-in type free kick
Measuring staff 2 in lifting peephole 1, one end of described measuring staff 2 is located at and lifts outside peephole 1 aperture, the outer end of described measuring staff 2
Steel plate 15, Magnetic gauge stand 16 are installed gradually and connect bridge 11, described connection bridge 11 other end is connected with amesdial 14, institute
State amesdial 14 be arranged at lift on the other concrete pier 12 in peephole 1 aperture it is characterised in that: described measuring staff 2 is and lifts
The hollow pipe of the bottom hole contact of peephole 1, the bar wall of described measuring staff 2 bottom has plasma resistance plug 3, and described plasma resistance plug 3 sealing lifts
Peephole 1 inwall, the anchoring section 17 that described plasma resistance plug 3 is measuring staff 2 to the bottom hole lifting peephole 1, there is water in described anchoring section
Slurry liquid 7 (as shown in Fig. 1, Fig. 6, Fig. 9).
Specifically, described plasma resistance plug 3 is provided with the circular steel plate of the through hole passing through for measuring staff 2 and to described circular steel from center
The edge of plate is wound around anti-seepage geomembrane 5 and forms (as shown in Figure 3).Have on the bar wall of described plasma resistance plug 3 lower section measuring staff 2 and let out slurry
Hole 6.It is provided with sleeve pipe 4 in described plasma resistance plug 3 towards lifting more than peephole 1 aperture direction, and described sleeve pipe 4 is elongated is nested in measuring staff
2 peripheries (as shown in Figure 1, Figure 2, shown in Fig. 9).
There is between described sleeve pipe 4 bottom and plasma resistance plug 3 cavity 18, described sleeve pipe 4 passes through anti-seepage geomembrane with plasma resistance plug 3
Raised 19 separate (as shown in Figure 1 and Figure 2).Described measuring staff 2 and sleeve pipe 4 are consisted of screwed connection multiple segmentations.Described sleeve pipe
4 outer walls are elongated to be wound around anti-seepage geomembrane 5.Anti-seepage geomembrane 5 segmentation of described sleeve pipe 4 outer wall is wound around and overlapped overlap joint, respectively
At segment interface, (as shown in Figure 7, Figure 8) is fixed to anti-seepage geomembrane 5 colligation by iron wire or unsintered tape 5.3.Described sleeve pipe 4 is in lift
At the aperture of in-motion viewing gaging hole 1, (as shown in Figure 9) on scar g is fixed on by expansion bolt 10.
The present invention holes, and radially grouting lifts first embodiment of deformation observing device to lift sight to built-in type free kick
Survey device according to horizontal direction bury and boring aperture be φ 76mm as an example, as shown in Figure 6.The correlations such as sleeve pipe 4, measuring staff 2
The specification of equipment is accordingly matched.Implementation steps include:
Step 1). need to be drilled with the horizontal direction according to observation and lift peephole 1
As needed, bored using geology or hidden hole drilling be drilled with the horizontal direction and lift peephole 1, enter petrosal foramen deep general >=
15m.Lift peephole 1 to complete and through after the assay was approved, going out to dry up by the hole bigcatkin willow with blast.
Step 2). measuring staff 2, plasma resistance plug 3 and sleeve pipe 4 are processed, are installed
Measuring staff 2 is made up of φ 25mm thin-walled hollow steel pipe；Plasma resistance plug 3 main body is made up of the circular steel plate of a diameter of 65mm,
And center is machined with diameter and is slightly larger than measuring staff 2 circular hole, it is wound around anti-seepage geomembrane 5 in circular steel plate edge simultaneously.
Plasma resistance plug 3 is being welded with measuring staff 2 outer wall at measuring staff 2 bottom 1m.Measuring staff 2 is located between bottom hole and plasma resistance plug 3
Position is opened slurry discharging hole 6 and is irrigated anchoring cement serosity 7 for the later stage.Continue towards mono- section of the about 0.3m in aperture direction in plasma resistance plug 3
Continuous winding multilamellar anti-seepage geomembrane 5, and requirement is wound in the anti-seepage geomembrane projection 19 towards measuring staff 2 along plasma resistance plug 3 radial direction, and
Tightened with multiple tracks iron wire or unsintered tape 5.3.
Sleeve pipe 4 is made using φ 60mm steel pipe, is arranged on outside measuring staff 2 by nested mode.Sleeve pipe 4 bottom and plasma resistance plug
There is between 3 cavity 18, sleeve pipe 4 is separated by anti-seepage geomembrane projection 19 with plasma resistance plug 3, and sleeve pipe 4 ttom of pipe anti-seepage geomembrane
Raised 19 are in close contact and are allowed to be compacted.
After above measuring staff 2, plasma resistance plug 3 and sleeve pipe 4 are processed and be completed, overall insertion lifts in peephole 1, is used in combination
Cotton yarn 9 blocks aperture.After the completion of sleeve pipe expose 15cm lifting peephole 1 aperture, measuring staff 2 is lifting outside peephole 1 aperture
Dew 20cm.
Especially it is contemplated that installing space general finite, simultaneously for ease of the later stage recycling of observation device, measuring staff
2 and sleeve pipe 4 answer that segmental machining, segmentation are integrally lower to insert, and preferably connected using positive left-hand thread mode.As shown in Figure 7 and Figure 8, n-th section of survey
Bar 2.1 is connected by measuring staff screw thread 2.3 with (n+1)th section of measuring staff 2.2, and n-th section of sleeve pipe 4.1 is passed through with (n+1)th section of sleeve pipe 4.2 simultaneously
Sleeve pipe screw thread 4.3 connects.Accordingly, n-th section of anti-seepage geomembrane 5.1 of sleeve outer wall and (n+1)th section of anti-seepage geomembrane 5.2 also should
Segmentation is wound around and overlapped overlap joint, and in adjacent segment lap-joint and each section, every 50cm should be using iron wire or unsintered tape 5.3 to anti-
Ooze geomembrane 5 and carry out a colligation and fix, be beneficial to installation.
Step 3). anchoring section 17 slip casting and wait to coagulate
Measuring staff 2 exposes termination one plastic flexible pipe 8 lifting peephole 1 aperture, simultaneously by plastic flexible pipe 8 other end and pump machine
It is connected.Subsequently adjust suitable pumping pressure, start to lifting peephole 1 bottom hole injection cement grout 7, equivalent measures grouting amount
Stop slip casting, slip casting 24h to be coagulated after finishing when close with anchoring section 17 volume, ultimately form the long anchoring section 17 of about 1m section.
Step 4). lift peephole 1 aperture instrument and install and observe
Formwork erection casting concrete pier 12 on scar g, installation glass plate 13, amesdial 14, steel plate 15, Magnetic gauge stand 16,
Connect bridge 11 grade equipment.Carry out lifting deformation observation using artificial or connection autoalarm after the completion of debugging.
Second embodiment of the present invention with according to vertically upward bury and boring aperture for φ 76mm as an example,
As shown in Figure 9.The device in other any directions or aperture is buried similar.
The implementation steps of the present embodiment are essentially identical with first embodiment, differ only in step 1) be adjusted to " according to
Observation needs to be drilled with the vertically upward direction and lifts peephole 1 "；" cannula tip is fixed " is also included between step 2 and step 3
Step:
When lift peephole 1 angle be face upward or vertically upward when, must be in the aperture revealed section extra soldered one of sleeve pipe 4
Annular steel disc, using expansion bolt 10, sleeve pipe 4 is fixed on scar g.
Other unspecified parts are prior art.
Claims (5)
1. radially grouting lifts deformation observing device to a kind of boring built-in type free kick, lifts in peephole (1) including being arranged on
Measuring staff (2), one end of described measuring staff (2) is located at and lifts outside peephole (1) aperture, and the outer end of described measuring staff (2) is pacified gradually
Cartridge plate (15), Magnetic gauge stand (16) and connection bridge (11), described connection bridge (11) other end and amesdial (14) phase
Even, described amesdial (14) be arranged at lift the other concrete pier (12) in peephole (1) aperture upper it is characterised in that: described survey
Bar (2) is the hollow pipe contacting with the bottom hole lifting peephole (1), and the bar wall of described measuring staff (2) bottom has plasma resistance plug (3),
Described plasma resistance plug (3) sealing lifts peephole (1) inwall, and described plasma resistance plug (3) is measuring staff to the bottom hole lifting peephole (1)
(2) anchoring section (17), has cement grout (7) in described anchoring section；Described plasma resistance plug (3) is provided with by center wears for measuring staff (2)
The circular steel plate of the through hole crossed and the edge to described circular steel plate are wound around anti-seepage geomembrane (5) composition；Described plasma resistance plug (3)
Slurry discharging hole (6) is had on the bar wall of lower section measuring staff (2)；Lift more than peephole (1) aperture direction in described plasma resistance plug (3) court to set
There is sleeve pipe (4), and described sleeve pipe (4) is elongated is nested in measuring staff (2) periphery；Have between described sleeve pipe (4) bottom and plasma resistance plug (3)
There is cavity (18), described sleeve pipe (4) is separated by anti-seepage geomembrane projection (19) with plasma resistance plug (3).
2. boring built-in type free kick according to claim 1 radially grouting lift deformation observing device it is characterised in that:
Described measuring staff (2) and sleeve pipe (4) are consisted of screwed connection multiple segmentations.
3. free kick according to claim 2 radially grouting lift deformation observing device it is characterised in that: described sleeve pipe
(4) outer wall is elongated is wound around anti-seepage geomembrane (5).
4. boring built-in type free kick according to claim 3 radially grouting lift deformation observing device it is characterised in that:
Anti-seepage geomembrane (5) segmentation of described sleeve pipe (4) outer wall is wound around and overlapped overlap joint, passes through iron wire or rubber at each segment interface
Band (5.3) is fixed to anti-seepage geomembrane (5) colligation.
5. boring built-in type free kick according to claim 4 radially grouting lift deformation observing device it is characterised in that:
Described sleeve pipe (4) is fixed on scar (g) by expansion bolt (10) at the aperture lifting peephole (1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410252634.6A CN104061845B (en) | 2014-06-09 | 2014-06-09 | Drill hole buried-in type device for observing grouting lifting deformation in any spherical radial directions |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410252634.6A CN104061845B (en) | 2014-06-09 | 2014-06-09 | Drill hole buried-in type device for observing grouting lifting deformation in any spherical radial directions |
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| Publication Number | Publication Date |
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| CN104061845A CN104061845A (en) | 2014-09-24 |
| CN104061845B true CN104061845B (en) | 2017-01-25 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410252634.6A Active CN104061845B (en) | 2014-06-09 | 2014-06-09 | Drill hole buried-in type device for observing grouting lifting deformation in any spherical radial directions |
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| CN (1) | CN104061845B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105180787B (en) * | 2015-05-05 | 2018-07-13 | 中国电建集团中南勘测设计研究院有限公司 | A kind of high-pressure grouting lifts deformation monitoring device and its installation method |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001040650A (en) * | 1999-07-29 | 2001-02-13 | Kansai Tlo Kk | Grouting construction method |
| CN2480831Y (en) * | 2001-04-28 | 2002-03-06 | 杨俊志 | Double-rod separation type platform moving viewing device |
| CN202869426U (en) * | 2012-11-19 | 2013-04-10 | 国家电网公司 | Uplift monitoring device for tunnel grouting |
| CN203247568U (en) * | 2013-05-17 | 2013-10-23 | 中国葛洲坝集团股份有限公司 | Slope section lifting monitoring device |
| CN203964853U (en) * | 2014-06-09 | 2014-11-26 | 长江勘测规划设计研究有限责任公司 | Boring built-in type free kick is radially in the milk and lifts deformation observing device |
-
2014
- 2014-06-09 CN CN201410252634.6A patent/CN104061845B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001040650A (en) * | 1999-07-29 | 2001-02-13 | Kansai Tlo Kk | Grouting construction method |
| CN2480831Y (en) * | 2001-04-28 | 2002-03-06 | 杨俊志 | Double-rod separation type platform moving viewing device |
| CN202869426U (en) * | 2012-11-19 | 2013-04-10 | 国家电网公司 | Uplift monitoring device for tunnel grouting |
| CN203247568U (en) * | 2013-05-17 | 2013-10-23 | 中国葛洲坝集团股份有限公司 | Slope section lifting monitoring device |
| CN203964853U (en) * | 2014-06-09 | 2014-11-26 | 长江勘测规划设计研究有限责任公司 | Boring built-in type free kick is radially in the milk and lifts deformation observing device |
Non-Patent Citations (2)
| Title |
|---|
| 一种新型的灌浆施工抬动观测方法及装置;孟吉 等;《四川水力发电》;20131231;第32卷(第6期);第94-97,114页 * |
| 灌浆施工过程中岩石抬动变形观测装置存在的缺陷及改进措施;罗明全 等;《四川水力发电》;20001231;第19卷(第4期);第34-35,102页 * |
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| CN104061845A (en) | 2014-09-24 |
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