CN204085433U - Tunnel vault rock deformation measurement device - Google Patents
Tunnel vault rock deformation measurement device Download PDFInfo
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- CN204085433U CN204085433U CN201420457704.7U CN201420457704U CN204085433U CN 204085433 U CN204085433 U CN 204085433U CN 201420457704 U CN201420457704 U CN 201420457704U CN 204085433 U CN204085433 U CN 204085433U
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- tunnel vault
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Abstract
The utility model relates to a kind of tunnel vault rock deformation measurement device.The purpose of this utility model be to provide a kind of structure simple, design tunnel vault rock deformation measurement device that is ingenious, arrangement convenience.The technical solution of the utility model is: tunnel vault rock deformation measurement device, comprises coaxially arranged in lifting the steel pipe in hole, and this steel pipe one end extends and to lift bottom hole and to be anchored in hole, and the other end extends and lifts outside, hole; The outer coaxial sleeve of steel pipe has an outer tube, this outer tube and lift between the hole wall of hole and be filled with cement bentonite stable grout; The aperture place lifting hole is provided with the aperture plug preventing the refluence of cement bentonite stable grout from portalling outer, and this aperture beyond the Great Wall cloth is equipped with aperture protection steel plate; Be positioned at the steel tube end part lifting aperture, hole place and have clock gauge by support installing, the pointed steel plate of this clock gauge.The utility model is applicable to the deformation observation of various tunnel vault or Mass Near The Top of Underground Cavity, or is excavating in shaping tunnel or cavern.
Description
Technical field
The utility model relates to a kind of tunnel vault rock deformation measurement device, be mainly used in the deformation observation of various tunnel vault or Mass Near The Top of Underground Cavity, or excavating in shaping tunnel or cavern, during needs carry out consolidation process to surrounding rock body, to its vault or the deformation observation of hole jacking row.
Background technology
Tunnel or cavern are in development blasting process, owing to changing original rock stress structure, tunnel or cavern's surrounding rock body can be made to have an impact, particularly run into the unfavorable geology such as tomography and shatter belt rock stratum, top, hole or hole wall will be caused to cave in when loose range is larger, the for a change stress mechanism of all exposed rock mass in hole, guarantee that tunnel or cavern run under safe operating mode, a kind of conventional disposal route carries out brill to hole Zhou Yanti to fill with reinforcing, but, fill with in reinforcing process at brill, need first to hole subsectin bottler cement grout on request again, rock is made to stitch crack filling water mud in a compressed state, to play the object improving rock mass globality, simultaneously, for week rock mass deformation situation in hole in observation and controlled grouting process, should arrange that lifting hole observes, and according to observation procedure in the past, the degree of depth lifting observation port should exceed drilling depth 5 ~ 10m and control, as bored the dark 15m of grout, if vertical ground lifts observation device, general employing φ 75mm creeps into 20m or the 25m degree of depth.As shown in Figure 1, dark 25m boring, in hole underlying 6 points, the steel pipe of long 25.3m, then at the pvc pipe of 6 points of steel pipe overcoats long 23.1m of internal diameter φ 50mm, bottom it, the grout packing of 2m water cement ratio 0.5:1 is fixed, between pvc pipe and borehole wall, Extra-fine sand is inserted to aperture place after solidifying 24h, finally establish together with thick 2cm steel plate is cast in ground concrete at aperture place, and on 6 points of steel pipes, clock gauge shelf is installed, and clock gauge shelf is equipped with, its indicator head points on the thick 2cm steel plate in ground, occur upwards lifting once ground rock mass, clock gauge dial plate will show its numerical value lifted at once.But for crown and and spandrel between lift detect aperture, because hell is inverted downwards, cannot install like that to upright opening.
Summary of the invention
The technical problems to be solved in the utility model is: for above-mentioned Problems existing provide a kind of structure simple, design tunnel vault rock deformation measurement device that is ingenious, arrangement convenience.
The technical scheme that the utility model adopts is: tunnel vault rock deformation measurement device, is characterized in that: comprise coaxially arranged in lifting the steel pipe in hole, and this steel pipe one end extends and to lift bottom hole and to be anchored in hole, and the other end extends and lifts outside, hole; The outer coaxial sleeve of described steel pipe has an outer tube, this outer tube and lift between the hole wall of hole and be filled with cement bentonite stable grout; The described aperture place lifting hole is provided with the aperture plug preventing the refluence of cement bentonite stable grout from portalling outer, and this aperture beyond the Great Wall cloth is equipped with aperture protection steel plate; Be positioned at the steel tube end part lifting aperture, hole place and have clock gauge by support installing, the pointed steel plate of this clock gauge.
The anchored end overcoat of described steel pipe has a diameter to be greater than to lift the permeable filter cloth mould bag of hole internal diameter, these filter cloth mould bag two ends are tightened by iron wire and are fixed on steel pipe, on the sidewall of described steel pipe, cover have the part of filter cloth mould bag be provided with at least one pair of for make it expand to slip casting in filter cloth mould bag and solidify thus steel pipe is anchored in lift in hole to wearing grouting hole.
Described steel pipe comprises all identical anchoring section of internal-and external diameter and extension, and is connected with extension with anchoring section simultaneously both are linked to be overall web member; Describedly to be positioned on anchoring section wearing grouting hole.
The described degree of depth lifting hole is 25m, is steel pipe and the anchorage part lifting hole within the scope of 2m at the bottom of hole.
Described steel pipe has two to wearing grouting hole, they are respectively 0.8m and 1.3m to the distance of steel pipe anchored end end.
The diameter of described grouting hole is 8mm.
A plastic conduit for preventing the filling of cement bentonite stable grout too much is banded with outside described outer tube.
The beneficial effects of the utility model are: 1, the utility model is lifting anchoring steel pipe in hole, and at the outer coaxially sheathed outer tube of this steel pipe, then aperture plug is set at aperture place, and the grouting port utilizing this aperture to reserve beyond the Great Wall is to filling concrete bentonite stable grout in the space between outer tube and hole wall, can effectively prevent cement bentonite stable grout flow backwards portal outside, can well adapt to aperture down time rock deformation measurement.2, the anchored end overcoat of steel pipe has a diameter to be greater than to lift the permeable filter cloth mould bag of hole internal diameter, these filter cloth mould bag two ends are tightened by iron wire and are fixed on steel pipe, on the sidewall of described steel pipe, cover has the part of filter cloth mould bag to be provided with at least one pair of to wearing grouting hole, when carrying out steel pipe anchoring construction, pass through steel pipe, in filter cloth mould bag, pour into 1:1 cement grout to wearing grouting hole filter cloth mould bag is expanded, and make cement stay in bag, moisture content is extruded by injection pressure, simultaneously, because filter cloth mould bag diameter is greater than bore diameter, finally make filter cloth mould bag be close on hole wall and realize anchoring, this smart structural design, can be good at adapt to aperture down time steel pipe anchoring, and without the need to outside worrying in anchoring procedure that cement back dump portals.3, be banded with a plastic conduit outside outer tube, when this plastic tube exposed junction has cement bentonite stable grout to flow out, can judge that the space between outer tube and hole wall has been filled full, can inform that workmen stops filling, to reduce unnecessary waste in time.
Accompanying drawing explanation
Fig. 1 is the observation device structure diagram of tunnel floor rock mass deformation in background technology.
Fig. 2 is structural drawing of the present utility model.
Fig. 3 is the structural drawing of steel pipe anchored end in the utility model.
Embodiment
As shown in Figure 2, the present embodiment comprises coaxially arranged in lifting hole 1 (diameter 75mm, hole depth 25m) in steel pipe 10 (6 are in charge of), this steel pipe one end extends and to lift bottom hole 1 and to be anchored in hole (in this example, be steel pipe and the anchorage part lifting hole within the scope of 2m at the bottom of hole), the other end extends and lifts outside, hole 1; The outer coaxial sleeve of described steel pipe 10 has an outer tube 3 (Φ 48*4, moves freely with rock mass deformation for the protection of steel pipe), this outer tube and lift between the hole wall of hole 1 and be filled with cement bentonite stable grout 5; The described aperture place lifting hole 1 is provided with for by outer tube 3, plastic tube 11 with lift space blind bore mouth plug 7 between the hole wall of hole 1, to prevent water mud bentonite stable grout 5 to outside tap hole, quick hardening cement is adopted to fill in 7 peripheral disposition aperture protection steel plates 12 (thickness 6mm) in aperture; Be positioned at steel pipe 10 end lifting aperture place, hole 1 and have clock gauge 9 by support installing, the pointed steel plate 12 of this clock gauge, once because the grouting of neighbouring borehole pressurisation hole rimrock stone deformation displacement, its numerical value lifted will be reflected from dial plate at once, thus reach the object of observation rock mass deformation displacement.
As shown in Figure 3, the anchored end overcoat of described steel pipe 10 has a diameter to be greater than to lift the permeable filter cloth mould bag 13 of hole 1 internal diameter, these filter cloth mould bag two ends are tightened by iron wire and are fixed on steel pipe 10, on the sidewall of described steel pipe 10, cover have the part of filter cloth mould bag 13 be provided with two couples of diameter 8mm to wearing grouting hole 14 (in this example, two are respectively 0.8m and 1.3m to wearing the distance of grouting hole to steel pipe anchored end end).When carrying out steel pipe 10 anchoring construction, by steel pipe 10, in filter cloth mould bag 13, pour into 1:1 cement grout to wearing grouting hole 14 filter cloth mould bag 13 is expanded, and make cement stay in bag, moisture content is then extruded by injection pressure, simultaneously, because filter cloth mould bag 13 diameter is greater than 75mm, finally make filter cloth mould bag 13 be close on hole wall and form described anchorage part after solidification, be engaged in and realize steel pipe 10 and the anchoring lifting hole 1, this smart structural design, can be good at adapting to aperture down time steel pipe anchoring, and without the need to outside worrying in anchoring procedure that cement back dump portals.
Described steel pipe 10 comprises internal-and external diameter all identical anchoring section 10-1 and extension 10-2, and is connected with extension 10-2 with anchoring section 10-1 simultaneously both are linked to be overall web member 10-3; Describedly to be positioned on anchoring section 10-1 wearing grouting hole 14.
The plastic conduit 11 of a diameter 8mm is banded with outside described outer tube 3.
Described aperture plug 7 is reserved with three through holes, in practical operation, first being anchored in by steel pipe 10 lifts in hole 1, then respectively outer tube 3 and plastic tube 11 are inserted in through hole reserved on aperture plug 7, and this aperture plug is arranged on the aperture place lifting hole 1, steel pipe 10 and outer tube 3 is made to be centered at the center lifting hole 1 with one heart, another preformed hole of recycling aperture plug 7 is to cement injection bentonite stable grout 5 in the space between outer tube 3 and hole wall, when plastic tube 11 exposed junction has cement bentonite stable grout 5 to flow out, can judge that the space between outer tube 3 and hole wall has been filled full, can inform that workmen stops filling in time, to reduce unnecessary waste.
Claims (7)
1. a tunnel vault rock deformation measurement device, it is characterized in that: comprise coaxially arranged in lifting the steel pipe (10) in hole (1), this steel pipe one end extends and lifts bottom, hole (1) and be anchored in hole, and the other end extends and lifts outside, hole (1); Described steel pipe (10) outer coaxial sleeve has an outer tube (3), this outer tube and lift between hole (1) hole wall and be filled with cement bentonite stable grout (5); The described aperture place lifting hole (1) is provided with aperture plug (7) preventing cement bentonite stable grout (5) refluence from portalling outer, and this aperture beyond the Great Wall cloth is equipped with aperture protection steel plate (12); Be positioned at steel pipe (10) end lifting hole (1) aperture place and have clock gauge (9) by support installing, the pointed steel plate (12) of this clock gauge.
2. tunnel vault rock deformation measurement device according to claim 1, it is characterized in that: the anchored end overcoat of described steel pipe (10) has a diameter to be greater than to lift the permeable filter cloth mould bag (13) of hole (1) internal diameter, these filter cloth mould bag two ends are tightened by iron wire and are fixed on steel pipe (10), on the sidewall of described steel pipe (10), cover have the part of filter cloth mould bag (13) be provided with at least one pair of for make it expand to filter cloth mould bag (13) interior slip casting and solidify thus steel pipe (10) is anchored in lift in hole (1) to wearing grouting hole (14).
3. tunnel vault rock deformation measurement device according to claim 2, it is characterized in that: described steel pipe (10) comprises all identical anchoring section of internal-and external diameter (10-1) and extension (10-2), and be connected with extension (10-2) with anchoring section (10-1) simultaneously and both be linked to be the web member (10-3) of entirety; Describedly to be positioned on anchoring section (10-1) wearing grouting hole (14).
4. the tunnel vault rock deformation measurement device according to Claims 2 or 3, it is characterized in that: described in lift hole (1) the degree of depth be 25m, be steel pipe (10) and the anchorage part lifting hole (1) in 2m at the bottom of hole.
5. tunnel vault rock deformation measurement device according to claim 4, it is characterized in that: described steel pipe (10) is provided with two to wearing grouting hole (14), and they are respectively 0.8m and 1.3m to the distance of steel pipe (10) anchored end end.
6. the tunnel vault rock deformation measurement device according to Claims 2 or 3 or 5, is characterized in that: the diameter of described grouting hole (14) is 8mm.
7. the tunnel vault rock deformation measurement device according to claim 1 or 2 or 3, is characterized in that: described outer tube (3) outside is banded with a plastic conduit (11) for preventing cement bentonite stable grout (5) filling too much.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420457704.7U CN204085433U (en) | 2014-08-14 | 2014-08-14 | Tunnel vault rock deformation measurement device |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420457704.7U CN204085433U (en) | 2014-08-14 | 2014-08-14 | Tunnel vault rock deformation measurement device |
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| Publication Number | Publication Date |
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| CN204085433U true CN204085433U (en) | 2015-01-07 |
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| CN201420457704.7U Active CN204085433U (en) | 2014-08-14 | 2014-08-14 | Tunnel vault rock deformation measurement device |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106643967A (en) * | 2017-02-21 | 2017-05-10 | 广西蓝天科技股份有限公司 | Protecting hole for monitoring underground water level, hole sealing device and combination method thereof |
| CN106871768A (en) * | 2017-04-17 | 2017-06-20 | 云南滇源建设有限公司 | A kind of hydraulic tunnel grout hole inspecting hole device |
-
2014
- 2014-08-14 CN CN201420457704.7U patent/CN204085433U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106643967A (en) * | 2017-02-21 | 2017-05-10 | 广西蓝天科技股份有限公司 | Protecting hole for monitoring underground water level, hole sealing device and combination method thereof |
| CN106871768A (en) * | 2017-04-17 | 2017-06-20 | 云南滇源建设有限公司 | A kind of hydraulic tunnel grout hole inspecting hole device |
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