CN109026097A - A kind of double drill bit drilling construction methods of anti-float anchor rod - Google Patents
A kind of double drill bit drilling construction methods of anti-float anchor rod Download PDFInfo
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- CN109026097A CN109026097A CN201810781322.2A CN201810781322A CN109026097A CN 109026097 A CN109026097 A CN 109026097A CN 201810781322 A CN201810781322 A CN 201810781322A CN 109026097 A CN109026097 A CN 109026097A
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- Prior art keywords
- drill bit
- drilling
- hole
- outer tube
- grouting
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/003—Machines for drilling anchor holes and setting anchor bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
Abstract
The invention discloses a kind of double drill bit drilling construction methods of anti-float anchor rod, specifically comprise the following steps: step 1: construction working face is excavated and hole location positioning；Step 2: drilling machine is in place, installs housing pipe drilling tool；Step 3: outer drill bit drilling and forming hole；Step 4: interior drill bit drilling and forming hole；Step 5: borehole cleaning simultaneously extracts interior drill bit；Step 6: decentralization anchor pole；Step 7 a: common pressure grouting；Step 8: Twice High Pressure Splitting Grouting.The present invention creeps into retaining wall using outer drill bit full-sleeve, outer tube enters scar, full-sleeve retaining wall can be provided in interior drill bit drilling process, ensure the stabilization of scall, can quickly and high quality pore-forming, easy to operate, safe, controllable, integrated construction is at low cost, energy conservation and environmental protection, the anti-float anchor rod drilling construction suitable for stratum of loosely easily collapsing.
Description
Technical field
The present invention relates to underground structure anti-float anchor rod technical field more particularly to a kind of double drill bit drilling constructions of anti-float anchor rod
Method.
Background technique
In the selection of underground structure Anti-floating design, anti-float anchor rod is wide due to its construction is simple, quick, economic the features such as
General application.Anti-float anchor rod working procedure mainly includes pore-forming, anchor pole system peace, slip casting etc., and anchor pole system peace, slip casting are all common behaviour
Make, do not influenced by external environmental condition, and anchor pole pore-forming is then influenced greatly by formation condition, when such as drilling chance banket,
Muck soil, silt, sandy soil, gravel layer, boulder bed, metalling etc. loosely easily collapse stratum when, since anti-float anchor rod pore-forming is logical
Often mostly use down-the-hole hammer drill machine drill into bottom hole rock stratum is hit after powdering and is mixed into slurries to outside hole through high wind pressure air with water
It sprays, the wall that liquidates generation is biggish to wash away, and be easy to cause hole wall collapse, causes anchor pole pore-forming difficult.
It would therefore be highly desirable to a kind of double drill bit drilling construction methods of anti-float anchor rod be designed, for solving the above problems.
Summary of the invention
It easily collapses the double of stratum anti-float anchor rod the purpose of the present invention is to provide a kind of efficient underground structure scall
The construction method of drill bit retaining wall, pore-forming, it is intended to solve the problems, such as the easy collapse hole of anti-float anchor rod pore-forming in the prior art.By using special
Anchoring drilling machine, drilling machine are equipped with large torque, high frequency thump top-drive, especially to collapsing, broken, decomposed rock and ovum gravel
Stone and layer of sand have good adaptability；When pore-forming, first bored using the worn-out open type cartridge type ring-type alloy bit of outer drill bit on procedure arrangement
Not broken formation when into, drilling, is only drilled into bedrock surface for casing, primarily serves drilling guiding and retaining wall effect；Retaining wall outer tube
After in place, outer drill bit connection is unclamped, power deslagging head reconnects interior drill bit broken formation drilling, until design anchorage depth；Most
Tripping in anchor pole, grouting with plunger complete the construction of anti-float anchor rod afterwards, can be quickly and the pore-forming of high quality easy to operate, safe, can
Control, integrated construction is at low cost, energy conservation and environmental protection.
A kind of double drill bit drilling construction methods of anti-float anchor rod according to an embodiment of the present invention, specifically comprise the following steps:
Step 1: construction working face is excavated and hole location positioning, is ready for before anti-float anchor rod construction using digging machine to will
The place of construction is excavated, is flattened, and the height in construction working face need to be higher than 0.2~0.3m of floor level face, and utilize level
Instrument control working face absolute altitude, subsequent surveyor make anchor bolt construction hole location, and in land mark；
Step 2: drilling machine is in place, deslagging head is connected to drilling machine after drilling machine reaches designated position by installation housing pipe drilling tool
First segment outer tube with outer drill bit is connected by power head position with deslagging head, then adjusts the vertical position of borer frame arm
It sets, outer tube and never-slip is made to be directed at hole location；
Step 3: outer drill bit drilling and forming hole starts drilling machine, outer drill bit prerequisite activity, outer drill bit circumferential direction drilling, drilling process
In slag-drip opening of the underground water by outer sleeve bottom on deslagging head side wall, and carry boring mud and be discharged by deslagging head, with brill
It is lengthened into hole depth, unclamps the connection of the first segment outer tube of deslagging head and outer drill bit, constantly lengthen the length of outer tube, circulation is bored
Into until design scar；
Step 4: interior drill bit drilling and forming hole unclamps at deslagging head and the connection of outer tube, will be at the top of drilling rod with interior drill bit
Connect with deslagging head, then start drilling machine simultaneously injected clear water carry out in the broken drilling of drill bit, high pressure clear water is by in drilling rod
Pipe enters and drains into bottom hole, carries boring mud and is returned by the cavity between inner tube and outer tube, is finally discharged by outer tube nozzle, with
It creeps into hole depth to lengthen, unclamps first segment inner tube at deslagging head, constantly lengthen the length of inner tube, circulation drilling is until design need to enter rock
Depth；
Step 5: borehole cleaning simultaneously extracts interior drill bit, and when drilling reaches design anchor pole depth, high-pressure hydraulic pump continues to pump, on
Lower twitch inner tube, with water scarfing cinder, water stops pumping clearly afterwards, and inner tube is all taken out out of outer tube；
Step 6: decentralization anchor pole, borehole cleaning will be put into hole under the anchor pole made by design requirement immediately after the completion, be guaranteed
Anchor pole is vertical and transfers to design hole depth；
Step 7: a common pressure grouting starts grouting pump, by infusing in once grouting Guan Xiangkong after the completion of anchor pole decentralization
Enter the good cement slurry of mixing；Concentration and the concentration of mixing slurries wait return out slurries are mutually simultaneously stopped once grouting, pull out after the completion
Except outer tube；After outer tube is all extracted, by carrying out benefit slurry in once grouting pipe device to hole, until slurry is returned in aperture；
Step 8: Twice High Pressure Splitting Grouting, after once grouting body initial set, before final set, at normal temperature between 2.5~3h,
Twice High Pressure Splitting Grouting is carried out in device to hole, is pressed into slurries under high pressure in the soil body of hole inner wall, secondary grouting pressure is
2.0~3.0MPa returns slurry to aperture and stops slip casting, that is, completes construction.
On the basis of above scheme, in said step 1, recondition face while, need to dig out one in no anchor pole region
A collecting-tank simultaneously digs out one section of groove along anchor pole horizontal direction.
On the basis of above scheme, in the step 2, drilling machine selects BHD-150 type multifunctional all-hydraulic anchor pole to bore
Machine.
On the basis of above scheme, the drilling tool includes outer drill bit and interior drill bit, the outer tube and interior brill of the outer drill bit
The both ends of head drilling rod are equipped with screw thread, and one end is connect with deslagging head, and the other end is connected with corresponding drilling rod.
On the basis of above scheme, the deslagging head be nested type deslagging head, using deslagging head by interior drill bit, outer drill bit according to
The connection of secondary ectonexine, sets screw thread in the deslagging head, and one end connects power head, the other end be sequentially connected outer drill bit outer tube,
The inner tube of interior drill bit.
On the basis of above scheme, block stone is encountered in the step 2, in drilling, and drilling side is adjusted according to block stone size
Formula directly carries out break process with alloy ring bit for lesser block of stone；For biggish block of stone, then drawn using down-hole hammer
Hole is handled.
On the basis of above scheme, in the step 6,0.6m length is reserved in aperture, reinforcing bar is put into preceding advanced in hole
Row cleaning.
On the basis of above scheme, in the step 7, cement uses P.O.42.5R type ordinary portland cement, water
Gray scale control is 0.45~0.50, grouting pressure 0.8MPa.
Compared with the prior art, the invention has the beneficial effects that:
1, the present invention creeps into retaining wall using outer drill bit full-sleeve, and outer tube can be in interior drill bit drilling process after entering scar
Full-sleeve retaining wall is provided for it, it can be ensured that the stabilization of scall, it being capable of fast pore-creating, it is ensured that the quality of pore-forming；
2, the anti-float anchor rod drilling construction on loose stratum of easily collapsing can be suitable for, the pre- of stratum that be also suitable for loosely easily collapsing answers
Power anchor cable, anchor bolt construction；
3, outer drill bit, interior drill bit are sequentially connected to one end using deslagging head, can quickly carry out the construction of inside and outside drill bit
Conversion, connection, dismounting drilling rod are convenient, easy to operate, safe, controllable；
4, BHD series jumbolter used herein is electric power, keeps drilling machine more energy efficient, more environmentally friendly；
5, by being specially equipped with a small diesel engine on drilling machine, to be completed when drilling machine is inconvenient to connect electricity certainly
Row movement, can be improved the movement efficiency of the jumbolter；
6, required corollary equipment can continue to use the construction equipment of traditional anti-float anchor rod, housing in addition to drilling tool in work progress
The construction equipments such as pipe, outer drill bit, inner tube, interior drill bit can pass through processing and fabricating, normal maintenance and maintenance in work progress
Easier, quick, pore-forming efficiency is high in addition, and integrated construction is at low cost.
Detailed description of the invention
Attached drawing is used to provide further understanding of the present invention, and constitutes part of specification, with reality of the invention
It applies example to be used to explain the present invention together, not be construed as limiting the invention.In the accompanying drawings:
Fig. 1 is a kind of construction flow chart of the double drill bit drilling construction methods of anti-float anchor rod proposed by the present invention；
Fig. 2 is the deslagging head and outer drill bit outer tube of a kind of double drill bit drilling construction methods of anti-float anchor rod proposed by the present invention
Connection schematic diagram；
Fig. 3 is that a kind of interior drill bit of the double drill bit drilling construction methods of anti-float anchor rod proposed by the present invention creeps into deslagging signal
Figure；
Fig. 4 is that a kind of interior drill bit of the double drill bit drilling construction methods of anti-float anchor rod proposed by the present invention creeps into return slag signal
Figure.
Specific embodiment
Following will be combined with the drawings in the embodiments of the present invention, and technical solution in the embodiment of the present invention carries out clear, complete
Site preparation description, it is clear that described embodiments are only a part of the embodiments of the present invention, instead of all the embodiments.It is based on
Embodiment in the present invention, it is obtained by those of ordinary skill in the art without making creative efforts every other
Embodiment shall fall within the protection scope of the present invention.
Referring to Fig.1, by taking anti-float anchor rod diameter 130mm as an example, a kind of double drill bit drilling construction methods of anti-float anchor rod are specifically applied
Work technique includes the following steps:
Step 1: construction working face is excavated and hole location positioning, is ready for before anti-float anchor rod construction using digging machine to will
The place of construction is excavated, is flattened, and the height in construction working face need to be higher than 0.2~0.3m of floor level face, and utilize level
Instrument control working face absolute altitude, subsequent surveyor make anchor bolt construction hole location, and in land mark；
Step 2: drilling machine is in place, deslagging head 2 is connected to drilling machine after drilling machine reaches designated position by installation housing pipe drilling tool
First segment outer tube 4 with outer drill bit 5 is connected by power head position with deslagging head 2, then adjusts the vertical of borer frame arm
Position makes outer tube 4 and never-slip be directed at hole location；
Step 3: outer 5 drilling and forming hole of drill bit starts drilling machine, outer 5 prerequisite activity of drill bit, the circumferential drilling of outer drill bit 5, drilling
Slag-drip opening 3 of the underground water in the process by 4 bottom of outer tube on 2 side wall of deslagging head, and boring mud is carried by 2 row of deslagging head
Out, as drilling hole depth lengthens, the connection of the first segment outer tube 4 of deslagging head 2 and outer drill bit 5 is unclamped, outer tube 4 is constantly lengthened
Length, circulation drilling until design scar；
Step 4: interior 7 drilling and forming hole of drill bit unclamps the connection at deslagging head 2 with outer tube 4, by the drilling rod with interior drill bit 7
6 tops are connect with deslagging head 2, and then starting drilling machine, injected clear water carries out the broken drilling of interior drill bit 7 simultaneously, and high pressure clear water is by drilling rod
Inner tube in 6 enters and drains into bottom hole, carries boring mud and is returned by the cavity between inner tube and outer tube 4, finally by 4 nozzle of outer tube
Discharge, with drilling hole depth lengthen, unclamp deslagging head 2 at first segment inner tube, constantly lengthen inner tube length, circulation drilling until
Design need to enter the depth of rock；
Step 5: borehole cleaning simultaneously extracts interior drill bit 7, and when drilling reaches design anchor pole depth, high-pressure hydraulic pump continues to pump, on
Lower twitch inner tube, with water scarfing cinder, water stops pumping clearly afterwards, and inner tube is all taken out out of outer tube 4；
Step 6: decentralization anchor pole, borehole cleaning will be put into hole under the anchor pole made by design requirement immediately after the completion, be guaranteed
Anchor pole is vertical and transfers to design hole depth,
Step 7: a common pressure grouting starts grouting pump, by infusing in once grouting Guan Xiangkong after the completion of anchor pole decentralization
Enter the good cement slurry of mixing；Concentration and the concentration of mixing slurries wait return out slurries are mutually simultaneously stopped once grouting, pull out after the completion
Except outer tube 4；After outer tube 4 is all extracted, by carrying out benefit slurry in once grouting pipe device to hole, until slurry is returned in aperture；
Step 8: Twice High Pressure Splitting Grouting, after once grouting body initial set, before final set, at normal temperature between 2.5~3hh,
Twice High Pressure Splitting Grouting is carried out in device to hole, is pressed into slurries under high pressure in the soil body of hole inner wall, secondary grouting pressure is
2.0~3.0MPa returns slurry to aperture and stops slip casting, that is, completes construction.
Wherein, in no anchor pole region a collecting-tank need to be dug out in step 1, while recondition face and along anchor pole
Horizontal direction digs out one section of groove；In step 2, drilling machine selects BHD-150 type multifunctional all-hydraulic jumbolter；
Drilling tool includes outer drill bit 5 and interior drill bit 7, and the both ends of the drilling rod 6 of the outer tube 4 and interior drill bit 7 of outer drill bit 5 are equipped with
Screw thread, one end are connect with deslagging head 2, and the other end is connected with corresponding drilling rod 6, and outer drill bit 5 is worn-out open type hosqe bit, front end
For alloy ring bit, outer drill bit 5 is connected with outer tube 4, as a part of outer tube 4, mainly undertakes front end guide drilling
Effect, outer drill bit 5 will creep into rock stratum, and in drilling process China and foreign countries, broken formation, predominantly interior drill bit 7 are not played into drill bit when creeping into
Holes protecting wall acts on, outer 5 outer diameter 150mm of drill bit, internal diameter 130mm, wall thickness 10mm, and screwed connection is used between outer tube 4, and interior drill bit 7 is
The broken drilling of tricorn bit, outer diameter 70mm, internal diameter 50mm, wall thickness 10mm, the inner tube of drilling rod 6 connect the full alloy down-hole hammer of φ 115mm
Drill bit plays a part of to creep into broken dregs under the operation of air compressor machine and enters rock；
Deslagging head 2 is nested type deslagging head, and using deslagging head 2, by interior drill bit 7, outer drill bit 5, successively ectonexine is connected, long
60cm, sets screw thread in deslagging head 2, one end connects power head 1, and the other end is sequentially connected the outer tube 4 of outer drill bit 5, interior drill bit 7
Inner tube, whole body part are provided with osculum as deslagging outlet 3, and specific structure is referring to Fig. 2, in the work of outer drill bit 5, if any underground
Water, water are carried boring mud and are discharged by deslagging head 2 by returning to slag-drip opening 3 on 4 bottom of outer tube, when the broken drilling of interior drill bit 7, water by
Drilling rod 6 enters, and above returns the boring mud carried out and is returned by the gap between drilling rod 6 and outer tube 4, is discharged from 4 nozzle of outer tube；
Referring to Fig. 3-4, in the drilling process of outer drill bit 5, before drilling, first by first segment outer tube 4 by connecting with power head 1
In the 2 front end screwed connection of deslagging head connect, outer drill bit 5 starts circumferential drilling, when meeting rich groundwater, ground in advance after starting drilling machine
It is lauched and is discharged by 4 bottom of outer tube up to slag-drip opening 3；In the drilling process of interior drill bit 7, unclamp at outer tube 4 and deslagging head 2
Connection, the drilling rod 6 on interior 7 top of drill bit is connect with deslagging head 2, and starts drilling machine while injected clear water starts the brill of interior drill bit 7
Into, carry out circumferential broken drilling, high pressure clear water enters to bottom hole by the inner tube of interior 7 drilling rod 6 of drill bit, and carry boring mud by inner tube with
It returns on 4 cavitys of outer tube, is discharged by 4 nozzle of outer tube；
Block stone is encountered in step 2, in drilling, and drilling mode is adjusted according to block stone size, it is direct for lesser block of stone
Break process is carried out with alloy ring bit；For biggish block of stone, then handled using down-hole hammer pilot hole；In step 6
In, 0.6m length is reserved in aperture, reinforcing bar is first cleared up before being put into hole；In step 7, cement uses P.O.42.5R type
Ordinary portland cement, ratio of mud control is 0.45~0.50, grouting pressure 0.8MPa.
Place is not described in detail by the present invention, is the well-known technique of those skilled in the art.
It although an embodiment of the present invention has been shown and described, for the ordinary skill in the art, can be with
A variety of variations, modification, replacement can be carried out to these embodiments without departing from the principles and spirit of the present invention by understanding
And modification, the scope of the present invention is defined by the appended.
Claims (8)
1. a kind of double drill bit drilling construction methods of anti-float anchor rod, it is characterised in that: specifically comprise the following steps:
Step 1: construction working face is excavated and hole location positioning, is ready for before anti-float anchor rod construction using digging machine to will construct
Place excavated, flattened, the height in construction working face need to be higher than 0.2~0.3m of floor level face, and utilize level instrument control
Working face absolute altitude processed, subsequent surveyor make anchor bolt construction hole location, and in land mark；
Step 2: drilling machine is in place, deslagging head is connected to drilling machine power after drilling machine reaches designated position by installation housing pipe drilling tool
Head position, the first segment outer tube with outer drill bit is connected with deslagging head, is then adjusted the vertical position of borer frame arm, is made
Outer tube and never-slip are directed at hole location；
Step 3: outer drill bit drilling and forming hole starts drilling machine, outer drill bit prerequisite activity, and outer drill bit circumferential direction is crept into, in drilling process
Slag-drip opening of the underground water by outer sleeve bottom on deslagging head side wall, and carry boring mud and be discharged by deslagging head, with drilling hole
It is deep to lengthen, the connection of the first segment outer tube of deslagging head and outer drill bit is unclamped, the length of outer tube is constantly lengthened, circulation drilling is straight
To design scar；
Step 4: interior drill bit drilling and forming hole unclamps at deslagging head and the connection of outer tube, by the top of drilling rod with interior drill bit with row
The connection of slag head, then start drilling machine simultaneously injected clear water carry out in the broken drilling of drill bit, high pressure clear water by the inner tube in drilling rod into
Enter and drain into bottom hole, carries boring mud and returned by the cavity between inner tube and outer tube, is finally discharged by outer tube nozzle, with drilling
Hole depth lengthens, and unclamps first segment inner tube at deslagging head, constantly lengthens the length of inner tube, circulation drilling is until design need to enter the depth of rock
Degree；
Step 5: borehole cleaning simultaneously extracts interior drill bit, and when drilling reaches design anchor pole depth, high-pressure hydraulic pump continues to pump, and takes out up and down
Dynamic inner tube, with water scarfing cinder, water stops pumping clearly afterwards, and inner tube is all taken out out of outer tube；
Step 6: decentralization anchor pole, borehole cleaning will be put into hole under the anchor pole made by design requirement immediately after the completion, guarantee anchor pole
Vertical and decentralization extremely design hole depth；
Step 7: a common pressure grouting starts grouting pump, is mixed by injecting in once grouting Guan Xiangkong after the completion of anchor pole decentralization
The cement slurry made；Concentration and the concentration of mixing slurries wait return out slurries are mutually simultaneously stopped once grouting, pull out after the completion outer
Casing；After outer tube is all extracted, by carrying out benefit slurry in once grouting pipe device to hole, until slurry is returned in aperture；
Step 8: Twice High Pressure Splitting Grouting, after once grouting body initial set, before final set, at normal temperature between 2.5~3h, device to hole
Interior carry out Twice High Pressure Splitting Grouting, is pressed into slurries under high pressure in the soil body of hole inner wall, secondary grouting pressure be 2.0~
3.0MPa returns slurry to aperture and stops slip casting, that is, completes construction.
2. a kind of double drill bit drilling construction methods of anti-float anchor rod according to claim 1, it is characterised in that: in the step
In one, recondition face while, need to dig out a collecting-tank in no anchor pole region and dig out one section of ditch along anchor pole horizontal direction
Slot.
3. a kind of double drill bit drilling construction methods of anti-float anchor rod according to claim 1, it is characterised in that: in the step
In two, drilling machine selects BHD-150 type multifunctional all-hydraulic jumbolter.
4. a kind of double drill bit drilling construction methods of anti-float anchor rod according to claim 1, it is characterised in that: the drilling tool packet
Include outer drill bit and interior drill bit, the both ends of the outer tube of the outer drill bit and interior drill bit drilling rod are equipped with screw thread, one end and deslagging head
Connection, the other end are connected with corresponding drilling rod.
5. a kind of double drill bit drilling construction methods of anti-float anchor rod according to claim 1, it is characterised in that: the deslagging head
For nested type deslagging head, using deslagging head, by interior drill bit, outer drill bit, successively ectonexine is connected, and sets screw thread in the deslagging head, and one
End connection power head, the other end are sequentially connected the inner tube of the outer tube of outer drill bit, interior drill bit.
6. a kind of double drill bit drilling construction methods of anti-float anchor rod according to claim 1, it is characterised in that: in the step
Block stone is encountered in two, in drilling, and drilling mode is adjusted according to block stone size, alloy ring bit is directly used for lesser block of stone
Carry out break process；For biggish block of stone, then handled using down-hole hammer pilot hole.
7. a kind of double drill bit drilling construction methods of anti-float anchor rod according to claim 1, it is characterised in that: in the step
In six, 0.6m length is reserved in aperture, reinforcing bar is first cleared up before being put into hole.
8. a kind of double drill bit drilling construction methods of anti-float anchor rod according to claim 1, it is characterised in that: in the step
In seven, cement uses P.O.42.5R type ordinary portland cement, and ratio of mud control is in 0.45~0.50, grouting pressure
0.8MPa。
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| CN201810781322.2A CN109026097B (en) | 2018-07-17 | 2018-07-17 | Anti-floating anchor rod double-drill-bit hole forming construction method |
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| CN201810781322.2A CN109026097B (en) | 2018-07-17 | 2018-07-17 | Anti-floating anchor rod double-drill-bit hole forming construction method |
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| CN110593258A (en) * | 2019-10-15 | 2019-12-20 | 广东省建筑工程集团有限公司 | Existing building pile foundation steel sleeve pile reinforcing construction method and reinforcing structure |
| CN112412508A (en) * | 2020-11-25 | 2021-02-26 | 晋城蓝焰煤业股份有限公司 | Method for fixing ground anchor construction and hard object extraction of coal seam broken bottom plate |
| CN112502754A (en) * | 2020-07-30 | 2021-03-16 | 厦门能巧堂建筑工程有限公司 | Construction method of oversized-diameter anchoring body |
| CN113586110A (en) * | 2021-07-21 | 2021-11-02 | 山西中煤担水沟煤业有限公司 | Drilling device and supporting method for soft and broken surrounding rock of mine |
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| CN110241810A (en) * | 2019-06-24 | 2019-09-17 | 腾达建设集团股份有限公司 | A kind of annular attachment device being connect for a full set of Cased Secant Piles with structure base slab reinforcing bar |
| CN110241810B (en) * | 2019-06-24 | 2020-12-01 | 腾达建设集团股份有限公司 | Annular connecting device for connecting full-casing drilling secant pile and structural bottom plate steel bar |
| CN110593258A (en) * | 2019-10-15 | 2019-12-20 | 广东省建筑工程集团有限公司 | Existing building pile foundation steel sleeve pile reinforcing construction method and reinforcing structure |
| CN110593258B (en) * | 2019-10-15 | 2023-09-15 | 广东省建筑工程集团有限公司 | Reinforcing construction method and reinforcing structure for steel sleeve pile of existing building pile foundation |
| CN112502754A (en) * | 2020-07-30 | 2021-03-16 | 厦门能巧堂建筑工程有限公司 | Construction method of oversized-diameter anchoring body |
| CN112412508A (en) * | 2020-11-25 | 2021-02-26 | 晋城蓝焰煤业股份有限公司 | Method for fixing ground anchor construction and hard object extraction of coal seam broken bottom plate |
| CN113586110A (en) * | 2021-07-21 | 2021-11-02 | 山西中煤担水沟煤业有限公司 | Drilling device and supporting method for soft and broken surrounding rock of mine |
| CN114658017A (en) * | 2022-04-11 | 2022-06-24 | 中国水利水电第六工程局有限公司 | Shield section dewatering construction method |
| CN114658017B (en) * | 2022-04-11 | 2023-05-05 | 中国水利水电第六工程局有限公司 | Precipitation construction method for shield zone |
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