CN105484731A - Inclination measurement hole construction method - Google Patents
Inclination measurement hole construction method Download PDFInfo
- Publication number
- CN105484731A CN105484731A CN201510923675.8A CN201510923675A CN105484731A CN 105484731 A CN105484731 A CN 105484731A CN 201510923675 A CN201510923675 A CN 201510923675A CN 105484731 A CN105484731 A CN 105484731A
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- CN
- China
- Prior art keywords
- deviational survey
- hole
- inclinometer pipe
- pipe
- inclination measurement
- 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
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- 238000010276 construction Methods 0.000 title claims abstract description 36
- 238000005259 measurement Methods 0.000 title abstract description 13
- 239000004568 cement Substances 0.000 claims abstract description 35
- 238000000034 method Methods 0.000 claims abstract description 12
- 238000004873 anchoring Methods 0.000 claims abstract description 8
- 238000005553 drilling Methods 0.000 claims description 18
- 238000009434 installation Methods 0.000 claims description 12
- 239000000853 adhesive Substances 0.000 claims description 8
- 239000011505 plaster Substances 0.000 claims description 8
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 8
- 230000001070 adhesive effect Effects 0.000 claims description 7
- 238000007906 compression Methods 0.000 claims description 7
- 230000006835 compression Effects 0.000 claims description 6
- 239000000428 dust Substances 0.000 claims description 6
- 238000012546 transfer Methods 0.000 claims description 6
- 238000011010 flushing procedure Methods 0.000 claims description 5
- 239000002245 particle Substances 0.000 claims description 5
- 239000002244 precipitate Substances 0.000 claims description 4
- 238000004080 punching Methods 0.000 claims description 4
- 239000002689 soil Substances 0.000 claims description 4
- 238000004140 cleaning Methods 0.000 claims description 3
- 238000005056 compaction Methods 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims description 3
- 239000007924 injection Substances 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- 238000007569 slipcasting Methods 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 abstract description 7
- 238000005266 casting Methods 0.000 abstract description 2
- 239000002390 adhesive tape Substances 0.000 abstract 1
- 238000004519 manufacturing process Methods 0.000 abstract 1
- 238000012544 monitoring process Methods 0.000 description 6
- 239000004927 clay Substances 0.000 description 3
- 241001074085 Scophthalmus aquosus Species 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 238000006073 displacement reaction Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000013049 sediment Substances 0.000 description 2
- 229920002472 Starch Polymers 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 230000008021 deposition Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 235000019698 starch Nutrition 0.000 description 1
- 239000008107 starch Substances 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B47/00—Survey of boreholes or wells
- E21B47/02—Determining slope or direction
- E21B47/022—Determining slope or direction of the borehole, e.g. using geomagnetism
Landscapes
- Physics & Mathematics (AREA)
- Life Sciences & Earth Sciences (AREA)
- Engineering & Computer Science (AREA)
- Geology (AREA)
- Mining & Mineral Resources (AREA)
- Geophysics (AREA)
- Environmental & Geological Engineering (AREA)
- Fluid Mechanics (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Foundations (AREA)
Abstract
The invention provides an inclination measurement hole construction method. The method includes the steps of inclination measurement connector processing, mortar manufacturing, mud pipe processing, pouring and pier foundation pouring. An opening in the bottom of the first lowered inclination measurement pipe is closed before inclination measurement pipes are lowered, the joints of the inclination measurement pipes and casting pipes are sealed in the lowering process, rivet anchoring positions are closed through plasticine, and seams possibly existing between the inclination measurement pipes and inclination measurement drilled holes are completely closed through external wound adhesive tape; mortar with which the gaps between the inclination measurement pipes and the inclination measurement drilled holes are filled is composed of gravel and cement paste, and gravel is evenly added when cement paste is poured from bottom to top through a high-pressure pump; cement paste pipes fixed to the inclination measurement pipes each comprise a smooth-surface mud pipe located on the top and a mud pipe located on the lower portion and provided with holes, and in other words, grouting holes are evenly formed in the pipe walls of the multiple mud pipes located on the lower portion; the pouring method from bottom to top is ensured, and meanwhile guniting pressure is effectively reduced and the aim of safe construction is achieved.
Description
Technical field
The present invention relates to a kind of deviational survey hole construction method, belong to monitoring technology for geological hazards field.
Background technology
China is the multiple country of a geological disaster, the landslide disaster in mountain area is particularly outstanding, but, because landslide control expense is large, the landslide effectively administered a just wherein very little part can be obtained, landslide is greatly also had to need to carry out landslide monitoring, as groundwater monitoring, ground displacement, GPS monitoring, deep inclination monitoring etc.Wherein deep soils is mainly applicable to creepage type landslide, and the type Landslide Deformation is slow, and displacement is often in a centimetre even millimeter rank fluctuation, therefore high to instrument monitoring required precision, very strict to the construction process requirement in deviational survey hole.
As shown in Figure 4, the construction of tradition deviational survey hole adopts clay 15 backfill compacting, because clay is uneven bulk, inclinometer pipe 2 outer wall and deviational survey are holed the problems such as space between 1 hole wall is little, often form backfill compacting insufficient, cause inclinometer pipe outer local hollow, inclinometer pipe weak vibrations, the problems such as data error is large.
Summary of the invention
The object of the invention is to overcome the deficiencies in the prior art and provide a kind of and effectively can reduce the deviational survey hole construction method that inclinometer pipe self rocks, certainty of measurement is high.
Realizing the technical scheme that the object of the invention adopts is that a kind of deviational survey hole construction method, comprises the steps:
(1) deviational survey boring is crept into, the inclinometer pipe of more than 2 surface band guide grooves is transferred successively in deviational survey boring, adjacent two inclinometer pipes, by sleeve connection and by rivet anchoring, seal inclinometer pipe and the junction of sleeve and the bottom opening of first inclinometer pipe of transferring; Transfer in the process of inclinometer pipe synchronously to transfer and be with the mud tube in mud hole and be fixed on inclinometer pipe by mud tube, the top of the inclinometer pipe and mud tube that are positioned at the top all protrudes from deviational survey drilling orifice;
(2) when inclinometer pipe and mud tube are all transferred to deviational survey foot of hole, according to the landslide direction of motion adjustment inclinometer pipe direction of deviational survey boring location, make the direction of inclinometer pipe wherein a pair relative guide groove consistent with the direction of motion that comes down;
(3) configure cement paste, between holing to inclinometer pipe and deviational survey, in gap, evenly, at the uniform velocity pour the blinding that particle diameter is 5 ~ 20mm into, simultaneously by compression pump by cement paste through mud tube pump into inclinometer pipe and deviational survey hole between in gap;
(4) in deviational survey drilling orifice, embed pvc pipe and build pier foundation, completing the construction of deviational survey hole.
Junction and the rivet installation place of the middle inclinometer pipe of step (1) and sleeve are all sealed by plasticine, are fastened subsequently by adhesive plaster.
In step (1), the particular content of anchoring rivet is bore single installing hole by electric drill in the junction of inclinometer pipe and sleeve, rear installation rivet of having holed, and repeats to bore single installing hole and is connected to inclinometer pipe and sleeve are stable with installation rivet.
In step (1) deviational survey crept into backward deviational survey hole at the uniform velocity injected clear water carry out hole flushing.
Mud tube comprises the non-perforated mud tube that is arranged in deviational survey drilling orifice place and more than 2 and to be positioned at below it and tube wall offers the punching mud tube in mud hole in step (1).
Mud tube is fixed on inclinometer pipe by adhesive plaster in (1) by step.
Reduce compression pump pressure when there is the situation that cement paste overflows in step (3) in cement paste slip casting process, and then slow down injection speed and precipitate to cement paste, carry out benefit when cement paste falls phenomenon after rise and starch.
The particular content of building pier foundation in step (4) is, by deviational survey boring centered by around it 1.0m
2~ 1.2m
2scope removes earth's surface surface dust; in deviational survey drilling orifice, embed pvc pipe, the mouth of pipe of pvc pipe lower end is goed deep into earth's surface and is fixed by soil compaction, pier of constructing in the earth's surface after cleaning surface dust; protection box is installed at the mouth of pipe place of the pvc pipe of pier end face, completes the construction of pier foundation.
In step (2), inclinometer pipe is transferred and on top of inclinometer pipe opening, is installed interim sealing to during deviational survey foot of hole, and the middle pier of step (4) solidifies rear dismounting and seals temporarily.
As shown from the above technical solution, deviational survey hole construction method provided by the invention, inclinometer pipe closes the bottom opening of first inclinometer pipe of transferring before transferring, in decentralization process, the junction of inclinometer pipe and sleeve to be sealed and by anchoring place of plasticine blind rivet, the gap that the completely closed inclinometer pipe of the adhesive plaster coordinating outside to be wound around and deviational survey may exist between holing, can effectively prevent cement paste from entering the local stoppages that inclinometer pipe causes inclinometer pipe; Mud tube fixing on inclinometer pipe comprises the non-perforated mud tube that is arranged in top and more than 2 and to be positioned at below it and tube wall offers the punching mud tube in mud hole, namely the multistage mud tube tube wall being positioned at bottom evenly offers injected hole, while ensureing casting method from bottom to top, effectively reduce spray pressure again, reach the object of safe construction; Pier foundation is set and protects box protection deviational survey drilling orifice and inclinometer pipe upper end, and conveniently carry out daily deviational survey.
Provided by the invention hole for filling inclinometer pipe and deviational survey between the mortar in gap be made up of blinding and cement paste, evenly blinding is added from bottom to top while cement paste carries out building by high-pressure pump, the particle diameter of blinding is 5 ~ 20mm, the gap of the blinding in this particle size range forms capillarity to cement paste, can ensure that cement paste flows down gap between abundant filling blinding smoothly, this gap own dimensions is less simultaneously, and after filling cement slurry sets wherein, body pole-changing is little; Blinding and cement paste be filled to simultaneously inclinometer pipe and deviational survey hole between in gap, blinding is fully contacted with cement paste, blinding and cement paste and the filling of the two order ensure that the requirement of strength of mortar, also ensure that inclinometer pipe and deviational survey hole between fully the building of gap.
In prior art, the anchor connection of inclinometer pipe and sleeve all adopts the good all installing holes of disposable brill, the mode of anchoring rivet together again, because between inclinometer pipe and sleeve, activity is larger, adopting disposable brill good all installing holes that installing hole easily occurs can not completely to upper situation, increase follow-up work difficulty, even cause unnecessary waste, anchors step provided by the invention is bore single installing hole by electric drill in the junction of inclinometer pipe and sleeve, to hole rear installation rivet, repeat to bore single installing hole to be connected to inclinometer pipe and sleeve are stable with installation rivet, guarantee that installing hole is aimed at completely, improve stable connection and installation effectiveness.
Owing to adopting mud off pore-forming during probing more, constantly washed by water at the bottom of deviational survey drilling hole by drilling rod, in hole, silt is taken out of from during the overflow of aperture by mud entirely, the sand content of mud own is very large, and at the bottom of hole, precipitate comparatively high concentration of sediment, consider that having crept into sediment deposition in metapore can form thicker silt layer at the bottom of drilling hole, inclinometer pipe is caused to be difficult to transfer at the bottom of hole, therefore deviational survey crept into after by drilling rod to deviational survey boring at the uniform velocity injected clear water carry out hole flushing, till being filled to deviational survey drilling orifice spilling clear water, ensure that inclinometer pipe is transferred smoothly at the bottom of hole, avoid fathoming because construction reason reduces.
The invention has the beneficial effects as follows, work progress is simple, construction safety, Be very effective, compared to the inclinometer pipe of existing deviational survey hole construction method construction, can effectively reduce rocking of inclinometer pipe self by deviational survey hole construction method provided by the invention, improve certainty of measurement, the inclinometer pipe self stability of construction is stronger.
Accompanying drawing explanation
Fig. 1 is the Construction Principle figure of deviational survey hole construction method provided by the invention.
Fig. 2 is the syndeton schematic diagram of inclinometer pipe and sleeve.
Fig. 3 is the structural representation of pier foundation.
Fig. 4 is the backfill design sketch of prior art.
Fig. 5 is the mortar cast design sketch of deviational survey hole construction method provided by the invention.
Wherein, 1-deviational survey is holed, 2-inclinometer pipe, 3-non-perforated mud tube, and 4-punch mud tube, 5-compression pump, 6-cement paste container, 7-sleeve, 8-guide groove, 9-plasticine, 10-rivet, 11-adhesive plaster, 12-pier, and 13-PVC pipe, 14-protects box, 15-clay, 16-mortar.
Detailed description of the invention
Illustrate in detail the present invention below in conjunction with drawings and Examples, content of the present invention is not limited to following examples.
Deviational survey hole construction method provided by the invention, its Construction Principle as shown in Figure 1, comprises the steps:
(1) creep into deviational survey boring 1, in being holed to deviational survey by drilling rod after having crept into, at the uniform velocity injected clear water carries out hole flushing, and till being filled to deviational survey drilling orifice spilling clear water, hole flushing is complete, the inclinometer pipe 2 of more than 2 surface band guide grooves 8 is transferred successively in deviational survey boring, adjacent two inclinometer pipes are connected by sleeve 7 and by rivet 10 anchoring, single installing hole is bored in the junction of inclinometer pipe and sleeve by electric drill, to hole rear installation rivet, repeat to bore single installing hole to be connected to inclinometer pipe and sleeve are stable with installation rivet, inclinometer pipe and the junction of sleeve and the bottom opening of first inclinometer pipe of transferring are sealed, junction and the rivet installation place of inclinometer pipe and sleeve are all sealed by plasticine 9, be fastened by adhesive plaster 11 subsequently, as shown in Figure 2, transfer synchronous lower mud tube in the process of inclinometer pipe and by adhesive plaster, mud tube be fixed on inclinometer pipe, described mud tube comprises and is arranged in the hole non-perforated mud tube 3 at 1 aperture place and more than 2 of deviational survey and is positioned at below it and tube wall offers the punching mud tube 4 in mud hole, the top of the inclinometer pipe and non-perforated mud tube 3 that are positioned at the top all protrudes from deviational survey and to hole 1 aperture, and the top being positioned at the inclinometer pipe of the top protrudes from deviational survey and to hole 1 aperture 1.2m,
(2) when inclinometer pipe and mud tube are all transferred to deviational survey foot of hole, inclinometer pipe 2 open top is installed interim sealing, prevent the foreign material such as mud, leaf from falling in inclinometer pipe 2, according to the landslide direction of motion adjustment inclinometer pipe direction of deviational survey boring location, make the direction of inclinometer pipe wherein a pair relative guide groove 8 consistent with the direction of motion that comes down;
(3) by water: the mass ratio configuration cement paste of cement=1:1 ~ 1:2, the cement paste configured is placed in cement paste container 6, even in gap between holing to inclinometer pipe and deviational survey, at the uniform velocity pour the blinding that particle diameter is 5 ~ 20mm into, by compression pump 5, cement paste is pumped in mud tube simultaneously, blinding and cement paste are uniformly mixed to form mortar 16, it builds effect as shown in Figure 5, compression pump pressure is reduced when there is the situation that cement paste overflows in cement paste slip casting process, and then slow down injection speed and precipitate to cement paste, cement paste carries out benefit slurry when falling phenomenon after rise,
(4) in deviational survey drilling orifice, embed pvc pipe and build pier foundation, the particular content of building pier foundation for centered by deviational survey boring around it 1.0m
2~ 1.2m
2square scope in remove the surface dust of earth's surface 20cm ~ 60cm, until more solid stratum, pvc pipe 13 is embedded in deviational survey drilling orifice, the mouth of pipe of pvc pipe lower end is goed deep into earth's surface and is fixed by soil compaction, pier 12 of constructing in earth's surface after cleaning surface dust makes the mouth of pipe of pvc pipe upper end protrude from pier surface and flush with the mouth of pipe of inclinometer pipe, pier end face is face 1.1m highlightedly, protection box 14 is installed at the mouth of pipe place of the pvc pipe of pier end face, the mouth of pipe of pvc pipe and inclinometer pipe protected by protection box 14, pier foundation has been constructed, and its structure as shown in Figure 3; Pier solidifies rear dismounting inclinometer pipe 2 top and seals temporarily, completes the construction of deviational survey hole.
Claims (9)
1. a deviational survey hole construction method, is characterized in that, comprises the steps:
(1) deviational survey boring is crept into, the inclinometer pipe of more than 2 surface band guide grooves is transferred successively in deviational survey boring, adjacent two inclinometer pipes, by sleeve connection and by rivet anchoring, seal inclinometer pipe and the junction of sleeve and the bottom opening of first inclinometer pipe of transferring; Transfer in the process of inclinometer pipe synchronously to transfer and be with the mud tube in mud hole and be fixed on inclinometer pipe by mud tube, the top of the inclinometer pipe and mud tube that are positioned at the top all protrudes from deviational survey drilling orifice;
(2) when inclinometer pipe and mud tube are all transferred to deviational survey foot of hole, according to the landslide direction of motion adjustment inclinometer pipe direction of deviational survey boring location, make the direction of inclinometer pipe wherein a pair relative guide groove consistent with the direction of motion that comes down;
(3) configure cement paste, between holing to inclinometer pipe and deviational survey, in gap, evenly, at the uniform velocity pour the blinding that particle diameter is 5 ~ 20mm into, simultaneously by compression pump by cement paste through mud tube pump into inclinometer pipe and deviational survey hole between in gap;
(4) in deviational survey drilling orifice, embed pvc pipe and build pier foundation, completing the construction of deviational survey hole.
2. deviational survey hole construction method according to claim 1, is characterized in that: junction and the rivet installation place of the middle inclinometer pipe of step (1) and sleeve are all sealed by plasticine, are fastened subsequently by adhesive plaster.
3. deviational survey hole construction method according to claim 1, it is characterized in that: in step (1), the particular content of anchoring rivet is, single installing hole is bored in the junction of inclinometer pipe and sleeve by electric drill, to hole rear installation rivet, repeated to bore single installing hole and installation rivet to inclinometer pipe and to stablize with sleeve and be connected.
4. deviational survey hole construction method according to claim 1, is characterized in that: in step (1) deviational survey crept into backward deviational survey hole at the uniform velocity injected clear water carry out hole flushing.
5. deviational survey hole construction method according to claim 1, is characterized in that: mud tube comprises the non-perforated mud tube that is arranged in deviational survey drilling orifice place and more than 2 and to be positioned at below it and tube wall offers the punching mud tube in mud hole in step (1).
6. deviational survey hole construction method according to claim 1, is characterized in that: mud tube is fixed on inclinometer pipe by adhesive plaster in (1) by step.
7. deviational survey hole construction method according to claim 1, it is characterized in that: minimizing compression pump pressure when there is the situation that cement paste overflows in step (3) in cement paste slip casting process, and then slow down injection speed and precipitate to cement paste, carry out benefit slurry when cement paste falls phenomenon after rise.
8. deviational survey hole construction method according to claim 1, is characterized in that: the particular content of building pier foundation in step (4) is, by deviational survey boring centered by around it 1.0m
2~ 1.2m
2scope removes earth's surface surface dust; in deviational survey drilling orifice, embed pvc pipe, the mouth of pipe of pvc pipe lower end is goed deep into earth's surface and is fixed by soil compaction, pier of constructing in the earth's surface after cleaning surface dust; protection box is installed at the mouth of pipe place of the pvc pipe of pier end face, completes the construction of pier foundation.
9. deviational survey hole construction method according to claim 8, it is characterized in that: in step (2), inclinometer pipe is transferred and on top of inclinometer pipe opening, installed interim sealing to during deviational survey foot of hole, the middle pier of step (4) solidifies rear dismounting and seals temporarily.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510923675.8A CN105484731A (en) | 2015-12-11 | 2015-12-11 | Inclination measurement hole construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510923675.8A CN105484731A (en) | 2015-12-11 | 2015-12-11 | Inclination measurement hole construction method |
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| Publication Number | Publication Date |
|---|---|
| CN105484731A true CN105484731A (en) | 2016-04-13 |
Family
ID=55671976
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|---|---|---|---|
| CN201510923675.8A Pending CN105484731A (en) | 2015-12-11 | 2015-12-11 | Inclination measurement hole construction method |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108756856A (en) * | 2018-06-21 | 2018-11-06 | 广东赛达交通科技股份有限公司 | A kind of construction method of distribution type fiber-optic drillhole inclination survey |
| CN110411393A (en) * | 2019-07-25 | 2019-11-05 | 中国地质大学（武汉） | For monitoring the inclination measurement device and method of landslide depth displacement |
| CN112781481A (en) * | 2021-01-05 | 2021-05-11 | 重庆工程职业技术学院 | Landslide sensitivity detection early warning device |
| WO2022127136A1 (en) * | 2020-12-17 | 2022-06-23 | 南京工业大学 | Device for monitoring soil displacement by means of hydraulic burying, and use method thereof |
| CN115821881A (en) * | 2022-12-15 | 2023-03-21 | 广东交科检测有限公司 | Tilt-finding water level shared pipe dense sand filling method and auxiliary sand filling device |
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| GB2116637B (en) * | 1982-03-11 | 1985-10-23 | Harben Systems Ltd | Improvements in and relating to conveying systems |
| CN1502751A (en) * | 2002-11-27 | 2004-06-09 | 陈志坚 | Flexible pipe pipe-following hole bottom grouting technology |
| CN101915094A (en) * | 2010-08-04 | 2010-12-15 | 煤炭科学研究总院重庆研究院 | Continuous monitoring system of overburden rock displacement in ore bed mining process and structuring method thereof |
| CN104329076A (en) * | 2014-11-24 | 2015-02-04 | 中国电建集团中南勘测设计研究院有限公司 | Inclination measuring hole osmometer device and installation method |
-
2015
- 2015-12-11 CN CN201510923675.8A patent/CN105484731A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB2116637B (en) * | 1982-03-11 | 1985-10-23 | Harben Systems Ltd | Improvements in and relating to conveying systems |
| CN1502751A (en) * | 2002-11-27 | 2004-06-09 | 陈志坚 | Flexible pipe pipe-following hole bottom grouting technology |
| CN101915094A (en) * | 2010-08-04 | 2010-12-15 | 煤炭科学研究总院重庆研究院 | Continuous monitoring system of overburden rock displacement in ore bed mining process and structuring method thereof |
| CN104329076A (en) * | 2014-11-24 | 2015-02-04 | 中国电建集团中南勘测设计研究院有限公司 | Inclination measuring hole osmometer device and installation method |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108756856A (en) * | 2018-06-21 | 2018-11-06 | 广东赛达交通科技股份有限公司 | A kind of construction method of distribution type fiber-optic drillhole inclination survey |
| CN110411393A (en) * | 2019-07-25 | 2019-11-05 | 中国地质大学（武汉） | For monitoring the inclination measurement device and method of landslide depth displacement |
| WO2022127136A1 (en) * | 2020-12-17 | 2022-06-23 | 南京工业大学 | Device for monitoring soil displacement by means of hydraulic burying, and use method thereof |
| CN112781481A (en) * | 2021-01-05 | 2021-05-11 | 重庆工程职业技术学院 | Landslide sensitivity detection early warning device |
| CN112781481B (en) * | 2021-01-05 | 2024-01-16 | 重庆工程职业技术学院 | Landslide sensitivity detection early warning device |
| CN115821881A (en) * | 2022-12-15 | 2023-03-21 | 广东交科检测有限公司 | Tilt-finding water level shared pipe dense sand filling method and auxiliary sand filling device |
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Application publication date: 20160413 |