CN206656709U - A kind of deep rock mass or soil deformation test backfilling apparatus - Google Patents
A kind of deep rock mass or soil deformation test backfilling apparatus Download PDFInfo
- Publication number
- CN206656709U CN206656709U CN201720295724.2U CN201720295724U CN206656709U CN 206656709 U CN206656709 U CN 206656709U CN 201720295724 U CN201720295724 U CN 201720295724U CN 206656709 U CN206656709 U CN 206656709U
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- test
- test tube
- deep rock
- soil deformation
- rock mass
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- 238000012360 testing method Methods 0.000 title claims abstract description 98
- 239000002689 soil Substances 0.000 title claims abstract description 27
- 239000011435 rock Substances 0.000 title claims abstract description 24
- 238000005259 measurement Methods 0.000 claims description 10
- 239000000523 sample Substances 0.000 claims description 3
- 230000001681 protective effect Effects 0.000 claims 1
- 238000012544 monitoring process Methods 0.000 abstract description 14
- 238000000034 method Methods 0.000 abstract description 9
- 238000005553 drilling Methods 0.000 description 14
- 238000007569 slipcasting Methods 0.000 description 13
- 239000000463 material Substances 0.000 description 10
- 239000004570 mortar (masonry) Substances 0.000 description 7
- 238000010276 construction Methods 0.000 description 6
- 238000009434 installation Methods 0.000 description 5
- 238000007789 sealing Methods 0.000 description 4
- 238000006243 chemical reaction Methods 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 239000002390 adhesive tape Substances 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000008878 coupling Effects 0.000 description 1
- 238000010168 coupling process Methods 0.000 description 1
- 238000005859 coupling reaction Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 238000005755 formation reaction Methods 0.000 description 1
- 239000003292 glue Substances 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
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- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
本实用新型公开了一种深层岩体或土体变形测试回填装置，包括测试管(3)，所述的测试管(3)为一整体或多根所述的测试管(3)之间通过外连接套管(4)连接，所述的测试管(3)的底端设有底盖(2)，所述的测试管(3)的顶端设有顶盖(8)，所述的测试管(3)的外表面设有至少一组竖向沉降磁环组，注浆软管(6)的一端与所述的测试管(3)的底端并齐固定，所述的注浆软管(6)的另一端与预制回填料压浆机(7)连接。本实用新型回填方法及装置操作简单,可以极大地提高测试精度。能更好的满足各种要求高精度的安全监测工程，如运用到隧道、高边坡、深基坑及坝体的变形监测。
The utility model discloses a deep rock or soil deformation test backfill device, which comprises a test tube (3), and the test tube (3) is a whole or a plurality of test tubes (3) pass through The outer connection sleeve (4) is connected, the bottom end of the test tube (3) is provided with a bottom cover (2), the top end of the test tube (3) is provided with a top cover (8), and the test tube (3) is provided with a top cover (8). The outer surface of the tube (3) is provided with at least one set of vertical subsidence magnetic rings, one end of the grouting hose (6) is aligned with the bottom end of the test tube (3), and the grouting soft The other end of the pipe (6) is connected to the prefabricated backfill grouting machine (7). The backfilling method and device of the utility model are easy to operate and can greatly improve the testing accuracy. It can better meet various requirements of high-precision safety monitoring projects, such as deformation monitoring applied to tunnels, high slopes, deep foundation pits and dams.
Description
Technical field
The utility model is related to a kind of rock mass or soil deformation test backfilling apparatus, be specifically related to a kind of deep rock mass or
Soil deformation tests backfilling apparatus.
Background technology
With the development of China's economic society, the development foundation Facilities Construction of country energetically, engineering project is increasingly pursued
The security of construction, the working security monitoring and life-cycle monitoring of project are taken seriously especially.As tunnel, high slope, deep basal pit and
The deformation monitoring of the projects such as dam body is to construction and safe to use plays very big forewarning function.For the Deep Rock soil on project periphery
Body deformation monitoring pursues high-frequency, high precision.It is existing drilling earth-filling method be measurement pipe install after with coarse sand in
Aperture backfills, and this method is difficult the true strain of accurate reaction Rock And Soil, and seal is very poor, easy gas leakage spillage,
Construction safety is influenceed, can also influence measurement accuracy.
Utility model content
Technical problem to be solved in the utility model be to provide it is a kind of it is simple to operate, measuring accuracy is high, it is various to meet
It is required that deep rock mass or soil deformation the test backfilling apparatus of high-precision safety monitoring project.
In order to solve the above-mentioned technical problem, deep rock mass or soil deformation test backfilling apparatus provided by the utility model,
Including testing tube, described testing tube be integral or the testing tube described in more between connected by outer connection sleeve pipe, it is described
The bottom of testing tube be provided with bottom, the top of described testing tube is provided with top cover, and the outer surface of described testing tube is provided with extremely
Few one group of Vertical Settlement magnet ring group, the bottom of one end of slip casting flexible pipe and described testing tube are simultaneously fixed together, and described slip casting is soft
The other end of pipe is connected with prefabricated backfill material pneumatic mortar machine.
Further, in addition to one can cover the protection bung that measurement drills.
The structure of described Vertical Settlement magnet ring group is：Vertical Settlement magnet ring is enclosed on described testing tube or described outer connected
The outer surface of female connector pipe, and can in certain scope on the described testing tube or described outer connection sleeve pipe freely up and down
Slide, the both ends of described Vertical Settlement magnet ring are equipped with rubber spring set, and the port of each described rubber spring set is provided with
Locating ring, each described locating ring are provided with multiple locating ring fastening screws, and described rubber spring set is enclosed on described survey
On test tube or in described outer connection sleeve pipe, described locating ring location sealing is on described testing tube, described locating ring
Described locating ring is fixed on described testing tube by fastening screw.
Described rubber spring set is tubbiness, and upper and lower two parts are seamless with described Vertical Settlement magnet ring top and bottom respectively
Knot.
Described rubber spring set stress can slide up and down >=± 30mm in the range of stretch.
Described locating ring is enclosed on the both ends of described rubber spring set, and its internal diameter can be adjusted, and pass through described positioning
Ring fastening screw fastens, and ensures that described Vertical Settlement magnet ring is overall and forms closed cavity with described testing tube.
Described testing tube is the pvc pipe with interior grooves.Testing tube inside is deviational survey provided with " ten " word cross recesses
Instrument probe roller guide groove.
Described outer connection sleeve pipe internal diameter is equal to the external diameter of described testing tube, and convex inside described outer connection sleeve pipe
Rise and be engaged with described testing tube exterior groove.
The both ends of described outer connection sleeve pipe are close to relatively with described test pipe end, and tighten described outer adapter sleeve
The screw at two of pipe is with fixation.
Backfilling apparatus is tested using the deep rock mass or soil deformation of above-mentioned technical proposal, using drilling machine in design measuring point
On drill through the measurement drilling of certain depth, and collect drilling core or core tests its modulus of compressibility；Slip casting flexible pipe and pre- is installed
System backfill material pneumatic mortar machine；Expect that pneumatic mortar machine up injects prefabricated backfill by slip casting flexible pipe to foot of hole is measured using prefabricated backfill
Material.
The utility model earth-filling method and device are simple to operate, can be greatly enhanced measuring accuracy.It can better meet
The high-precision safety monitoring project of various requirement, such as apply to the deformation monitoring of tunnel, high slope, deep basal pit and dam body.
The Deep Rock soil body that the utility model meets project periphery carries out having high-frequency, the deformation prison of high precision
Survey.The true strain that existing drilling earth-filling method is difficult accurate reaction Rock And Soil is overcome, and seal is poor, easily leakage
The problems such as gas spillage, ensure construction safety and measurement accuracy.Prefabricated time stuffing process is backfilled using the reverse slip casting of bottom hole, is ensured as far as possible
The uniformity of measured hole backfill material and surrounding formations modulus of compressibility, deformation synchronism is improved to increase measurement accuracy.Particularly with
The rock stratum of bad hydraulic permeability, reverse pressure injection backfill material can be very good to exclude the muddy water mud that drilling leaves, and ensure the closely knit of backfill.
The a range of concrete backfill of the mouth of pipe, plays sealing function, avoids gas leakage spillage and influences construction speed and ground driving
And personal security.The utility model earth-filling method and device are simple to operate, can be greatly enhanced measuring accuracy.Can preferably it expire
The sufficient high-precision safety monitoring project of various requirement, such as apply to the deformation monitoring of tunnel, high slope, deep basal pit and dam body.
In summary, the utility model is that one kind is simple to operate, measuring accuracy is high, can meet the high-precision peace of various requirement
The deep rock mass or soil deformation test backfilling apparatus of full monitoring works.
Brief description of the drawings
Fig. 1 is structural representation of the present utility model.
Fig. 2 is Vertical Settlement magnet ring of the present utility model and testing tube junction schematic diagram.
Fig. 3 is Vertical Settlement magnet ring overall schematic of the present utility model.
In figure：1st, measurement drilling；2nd, bottom；3rd, testing tube；4th, outer connection sleeve pipe；5th, Vertical Settlement magnet ring；5-1, rubber
Spring housing；5-2, locating ring；5-3, locating ring fastening screw；6th, slip casting flexible pipe；7th, prefabricated backfill material pneumatic mortar machine；8th, tube top is tested
Lid；9th, bung is protected.
Embodiment
The utility model is described in further detail below in conjunction with the accompanying drawings.
Referring to Fig. 1, Fig. 2 and Fig. 3, connected between three testing tubes 3 by two outer connection sleeve pipes 4, the bottom of testing tube 3
Provided with bottom 2, the top of testing tube 3 is provided with top cover 8, and the outer surface of testing tube 3 is provided with two groups of Vertical Settlement magnet ring groups, vertical heavy
Dropping the structure of magnet ring group is：5 sets of Vertical Settlement magnet ring, and can be in certain scope outside in the outer surface of outer connection sleeve pipe 4
Slip in connection sleeve pipe 4 freely up and down, the both ends of Vertical Settlement magnet ring 5 are equipped with rubber spring set 5-1, each rubber spring
Set 5-1 port is provided with multiple locating ring fastening screw 5-3, rubber spring set provided with locating ring 5-2, each locating ring 5-2
5-1 is covered in outer connection sleeve pipe 4, and locating ring 5-2 location sealings are on testing tube 3, and locating ring fastening screw 5-3 is by locating ring 5-
2 are fixed on testing tube 3.The bottom of one end of slip casting flexible pipe 6 and testing tube 3 is simultaneously fixed together, the other end of slip casting flexible pipe 6 with it is pre-
System backfill material pneumatic mortar machine 7 connects.
Further, in addition to one can cover the protection bung 9 for measuring drilling 1.
Rubber spring set 5-1 is tubbiness, upper and lower two parts respectively with the top and bottom seamless coupling of Vertical Settlement magnet ring 5.
Rubber spring set 5-1 stress can slide up and down >=± 30mm in the range of stretch.
Locating ring 5-2 is enclosed on rubber spring set 5-1 both ends, and its internal diameter can be adjusted, and pass through locating ring fastening screw 5-3
Fastening, ensure that Vertical Settlement magnet ring 5 is overall and form closed cavity with testing tube 3.
Testing tube 3 is the pvc pipe with interior grooves, and it is that clinometer probe roller is led that inside, which is provided with " ten " word cross recesses,
Groove.
The outer internal diameter of connection sleeve pipe 4 is equal to the external diameter of testing tube 3, and the internal protrusion of outer connection sleeve pipe 4 and described test
The exterior groove of pipe 3 is engaged.
The both ends of outer connection sleeve pipe 4 are close to relatively with the termination of testing tube 3, and tighten two of described outer connection sleeve pipe 4
Screw with fixation.
Another embodiment, testing tube 3 are integral, and Vertical Settlement magnet ring 5 is enclosed on the outer surface of testing tube 3, and can be one
Slip in fixed scope on testing tube 3 freely up and down, the two of Vertical Settlement magnet ring 5 is equipped with rubber spring set 5-1, each
Rubber spring set 5-1 port is provided with multiple locating ring fastening screw 5-3, rubber provided with locating ring 5-2, each locating ring 5-2
Glue spring housing 5-1 is enclosed on testing tube 3, and on testing tube 3, locating ring fastening screw 5-3 will determine locating ring 5-2 location sealings
Position ring 5-2 is fixed on testing tube 3.The bottom of one end of slip casting flexible pipe 6 and testing tube 3 is simultaneously fixed together, slip casting flexible pipe 6 it is another
One end is connected with prefabricated backfill material pneumatic mortar machine 7.
Referring to Fig. 1, Fig. 2 and Fig. 3, the deformation test backfill side of deep rock mass or soil deformation test backfilling apparatus is used
Method, including instrument connection drills through, backfilling apparatus installation and instrument connection backfill.First, one is drilled through on design measuring point using drilling machine
A diameter of 108mm of depthkeeping degree testing bore holes 1, and collect drilling core or core tests its modulus of compressibility；Then installation is deep
Layer rock mass or soil deformation test backfilling apparatus, installation steps include the installation of the bottom 2 of the testing tube 3 of first, use adhesive tape
Fix the bottom of slip casting flexible pipe 6 one and pipe testing tube 3 and together, connected with outer connection sleeve pipe 4 and lengthen more testing tubes 3, by
Step repeats the above steps, during constantly toward clear water is filled in testing tube 3, transfer to the angle of rotary test pipe 3 behind position,
Make any pair of " ten " word groove in testing tube 3 parallel to intended deformations direction, and top cover 8 is installed；Followed by prefabricated time
Filler pneumatic mortar machine 7 up injects modulus of compressibility and backfill stratum core-drilling or soil by slip casting flexible pipe 6 to 1 bottom of measurement drilling
The same or like prefabricated backfill material of modulus of compressibility of core, slow hoisting grouting flexible pipe 6 during slip casting, the body of prefabricated backfill material
Product is Qi (i=1,2 ...)：
Wherein：HiFor the thickness of certain same sex rock-soil layer；
R is the actual inner diameter of testing bore holes 1；
R is the external diameter of testing tube 3.
Stop backfill when backfill is away from mouth of pipe 1m or so, it is close with the concrete backfill mouth of pipe after filling settlement to be returned is closely knit
Envelope, the backfill of measurement drilling 1 are measuring the aperture installation protection cover 9 of drilling 1 after finishing.
The utility model earth-filling method and device are simple to operate, can be greatly enhanced measuring accuracy.It can better meet
The high-precision safety monitoring project of various requirement, such as apply to the deformation monitoring of tunnel, high slope, deep basal pit and dam body.
Claims (10)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720295724.2U CN206656709U (en) | 2017-03-24 | 2017-03-24 | A kind of deep rock mass or soil deformation test backfilling apparatus |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720295724.2U CN206656709U (en) | 2017-03-24 | 2017-03-24 | A kind of deep rock mass or soil deformation test backfilling apparatus |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN206656709U true CN206656709U (en) | 2017-11-21 |
Family
ID=60316468
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201720295724.2U Expired - Fee Related CN206656709U (en) | 2017-03-24 | 2017-03-24 | A kind of deep rock mass or soil deformation test backfilling apparatus |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN206656709U (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU192948U1 (en) * | 2019-07-18 | 2019-10-08 | федеральное государственное бюджетное образовательное учреждение высшего образования "Донской государственный технический университет" (ДГТУ) | Measuring probe for monitoring residual deformations and temperatures of multilayer road structures |
| RU2710901C1 (en) * | 2019-06-26 | 2020-01-14 | Вахтанг Парменович Матуа | Method for automatic remote monitoring of accumulation of residual deformations and vibrations of heat and moisture conditions of elements of road structures in real operating conditions |
| CN111351471A (en) * | 2018-12-21 | 2020-06-30 | 航天科工惯性技术有限公司 | Cable depth suspension device and system of sliding inclinometer |
| CN111855963A (en) * | 2020-07-31 | 2020-10-30 | 交通运输部公路科学研究所 | A kind of test method and test device for internal void of rock and soil layer |
| RU2784647C1 (en) * | 2021-11-23 | 2022-11-29 | Федеральное Автономное Учреждение "Российский Дорожный Научно-Исследовательский Институт" | Method for accelerated testing of road constructions |
-
2017
- 2017-03-24 CN CN201720295724.2U patent/CN206656709U/en not_active Expired - Fee Related
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111351471A (en) * | 2018-12-21 | 2020-06-30 | 航天科工惯性技术有限公司 | Cable depth suspension device and system of sliding inclinometer |
| CN111351471B (en) * | 2018-12-21 | 2022-05-31 | 航天科工惯性技术有限公司 | Cable depth suspension device and system of sliding inclinometer |
| RU2710901C1 (en) * | 2019-06-26 | 2020-01-14 | Вахтанг Парменович Матуа | Method for automatic remote monitoring of accumulation of residual deformations and vibrations of heat and moisture conditions of elements of road structures in real operating conditions |
| RU192948U1 (en) * | 2019-07-18 | 2019-10-08 | федеральное государственное бюджетное образовательное учреждение высшего образования "Донской государственный технический университет" (ДГТУ) | Measuring probe for monitoring residual deformations and temperatures of multilayer road structures |
| CN111855963A (en) * | 2020-07-31 | 2020-10-30 | 交通运输部公路科学研究所 | A kind of test method and test device for internal void of rock and soil layer |
| CN111855963B (en) * | 2020-07-31 | 2021-04-23 | 交通运输部公路科学研究所 | A kind of test method and test device for internal void of rock and soil layer |
| RU2784647C1 (en) * | 2021-11-23 | 2022-11-29 | Федеральное Автономное Учреждение "Российский Дорожный Научно-Исследовательский Институт" | Method for accelerated testing of road constructions |
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| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20171121 |