CN104832085A - Deep cover layer pipe drilling method - Google Patents
Deep cover layer pipe drilling method Download PDFInfo
- Publication number
- CN104832085A CN104832085A CN201510112955.0A CN201510112955A CN104832085A CN 104832085 A CN104832085 A CN 104832085A CN 201510112955 A CN201510112955 A CN 201510112955A CN 104832085 A CN104832085 A CN 104832085A
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- pipe
- drilling
- hole
- covering layer
- sleeving valve
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- 238000005553 drilling Methods 0.000 title claims abstract description 91
- 238000000034 method Methods 0.000 title claims abstract description 64
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- 229910000831 Steel Inorganic materials 0.000 claims description 12
- 239000010959 steel Substances 0.000 claims description 12
- 238000005259 measurement Methods 0.000 claims description 9
- 238000010791 quenching Methods 0.000 claims description 8
- 230000000171 quenching effect Effects 0.000 claims description 8
- 238000005496 tempering Methods 0.000 claims description 8
- 238000012546 transfer Methods 0.000 claims description 4
- 210000000988 bone and bone Anatomy 0.000 claims description 3
- QLHULAHOXSSASE-UHFFFAOYSA-N butan-2-yl 2-(2-hydroxyethyl)piperidine-1-carboxylate Chemical compound CCC(C)OC(=O)N1CCCCC1CCO QLHULAHOXSSASE-UHFFFAOYSA-N 0.000 claims description 3
- 230000008439 repair process Effects 0.000 claims description 3
- 238000003860 storage Methods 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 23
- 230000015572 biosynthetic process Effects 0.000 abstract description 4
- 239000002002 slurry Substances 0.000 description 132
- 239000011440 grout Substances 0.000 description 54
- 239000004568 cement Substances 0.000 description 42
- 230000010412 perfusion Effects 0.000 description 29
- 239000010410 layer Substances 0.000 description 27
- 239000002775 capsule Substances 0.000 description 26
- 238000002347 injection Methods 0.000 description 23
- 239000007924 injection Substances 0.000 description 23
- 235000019353 potassium silicate Nutrition 0.000 description 18
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 18
- 230000008569 process Effects 0.000 description 17
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- 239000011257 shell material Substances 0.000 description 10
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 9
- 239000011521 glass Substances 0.000 description 7
- 230000000694 effects Effects 0.000 description 6
- 239000006052 feed supplement Substances 0.000 description 6
- 230000037452 priming Effects 0.000 description 6
- 241000256135 Chironomus thummi Species 0.000 description 5
- 230000008859 change Effects 0.000 description 5
- 239000004927 clay Substances 0.000 description 4
- 238000005429 filling process Methods 0.000 description 4
- 239000002390 adhesive tape Substances 0.000 description 3
- 238000005520 cutting process Methods 0.000 description 3
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- 239000010881 fly ash Substances 0.000 description 2
- 239000003292 glue Substances 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 239000002184 metal Substances 0.000 description 2
- 239000008267 milk Substances 0.000 description 2
- 210000004080 milk Anatomy 0.000 description 2
- 235000013336 milk Nutrition 0.000 description 2
- 239000000203 mixture Substances 0.000 description 2
- 230000001105 regulatory effect Effects 0.000 description 2
- 230000011218 segmentation Effects 0.000 description 2
- 230000001360 synchronised effect Effects 0.000 description 2
- 229910001209 Low-carbon steel Inorganic materials 0.000 description 1
- 238000005299 abrasion Methods 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 229910001563 bainite Inorganic materials 0.000 description 1
- 229910000278 bentonite Inorganic materials 0.000 description 1
- 239000000440 bentonite Substances 0.000 description 1
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 1
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Classifications
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- 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
- E21B7/00—Special methods or apparatus for drilling
-
- 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
- E21B17/00—Drilling rods or pipes; Flexible drill strings; Kellies; Drill collars; Sucker rods; Cables; Casings; Tubings
-
- 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
- E21B19/00—Handling rods, casings, tubes or the like outside the borehole, e.g. in the derrick; Apparatus for feeding the rods or cables
- E21B19/02—Rod or cable suspensions
-
- 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
- E21B33/00—Sealing or packing boreholes or wells
- E21B33/10—Sealing or packing boreholes or wells in the borehole
- E21B33/13—Methods or devices for cementing, for plugging holes, crevices or the like
-
- 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
- E21B34/00—Valve arrangements for boreholes or wells
- E21B34/06—Valve arrangements for boreholes or wells in wells
-
- 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
- E21B7/00—Special methods or apparatus for drilling
- E21B7/04—Directional drilling
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- Mining & Mineral Resources (AREA)
- Physics & Mathematics (AREA)
- Environmental & Geological Engineering (AREA)
- Fluid Mechanics (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Mechanical Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a deep cover layer pipe drilling method comprising the following steps: drill hole formation through one-time pipe drilling is performed by at least two types of drilling tools, an operation hole encircled by lowered pipes is formed, and deep cover layer grouting is performed through the operation hole, wherein pipes of at least two materials are lowered in the period of drill hole formation through one-time pipe drilling by at least two types of drilling tools. Drill hole formation through one-time pipe drilling is realized, repeated drilling is avoided, the efficiency of construction is improved greatly, the occurrence of hole fault is avoided effectively, the occurrence of pipe breakage is reduced effectively, the construction cost is lowered, and smooth completion of a project is ensured.
Description
Technical field
The present invention relates to mobile stage field, particularly relate to a kind of deep covering layer pipe-following drilling method.
Background technology
Alluvial deposit foundation process is often carried out in well cementing mode, is widely used in the engineerings such as Hydraulic and Hydro-Power Engineering, city track traffic engineering, municipal public use.A boring conduct wherein important procedure, with programming, quality, construction cost is closely bound up, at present, slow in order to solve boring, the difficult problems such as hole wall collapse, alluvial deposit foundation many employings pipe-following drilling technique, but for deep covering layer ground, traditional pipe-following drilling technique is used often to there will be with pipe fracture accident, mainly contain following several: 1, in drilling construction process, along with the increase of drilling depth, tube wall frictional force increases, increase with pipe load thereupon, when chance covering layer pebble ground creeps into, careless slightlyly just there is bit freezing, if process not in time, continue to creep into, may cause and rupture with pipe, 2, with manage in the process of pulling out, owing to adopting screwed connection with pipe with following pipe jointing part position, be whole weak part of following pipe, prolonged and repeated use has caused this position to have certain mass defect, and larger pulling force easily causes and ruptures with pipe, 3, in drilling construction process, borehole perpendicularity is not controlled well, deflection occurs, does not take satisfactory after correcting in time, cause hole deviation, causes with pipe fracture.
Summary of the invention
Object of the present invention is exactly to overcome above-mentioned prior art Problems existing, a kind of deep covering layer pipe-following drilling method is provided, realize pipe-following drilling one-step pore-creating, avoid repeating to creep into, greatly improve efficiency of construction, effectively avoid hole therefore the generation of rate, and effectively reduce the generation with pipe fracture accident, reduce construction cost, completing smoothly of Guarantee item.
In order to realize above-mentioned purpose of the present invention, provide following technical scheme:
A kind of deep covering layer pipe-following drilling method, comprises the following steps: by adopting at least two kinds of drilling tools pipe-following drilling that hockets once to become bore operation, formed by the operation hole become with circumference of cannon bone of transferring, to utilize described operation hole to carry out deep covering layer grouting; Wherein, hocket during pipe-following drilling once becomes bore operation at described employing at least two kinds of drilling tools, transfer at least two kinds of materials with pipe; Wherein, utilize described operation hole to carry out deep covering layer grouting step to comprise: sleeving valve pipe assembly is installed in described operation hole; Sheath body slurry is poured into, until sheath body slurry overflows from aperture, to be fixed in the middle of operation hole by sleeving valve pipe assembly to sleeving valve pipe assembly and with in the annular gap between pipe; After perfusion sheath body slurry, take out described with pipe from boring, described sheath body slurry is contacted with stratum; At described sheath body slurry not completely before condensation, by by packer segmentation jam from bottom to top in sleeving valve pipe assembly, grouting slurry is laterally poured in stratum from the slurry outlet of sleeving valve pipe assembly via sheath body slurry.
Wherein, described deep covering layer hole depth >=55m, aperture >=127mm.
Preferably, described drilling tool selects eccentric bit and Concentric drilling, and described eccentric bit and Concentric drilling are used alternatingly at different hole depth place.
Preferably, the step that described eccentric bit and Concentric drilling are used alternatingly in the Different Strata degree of depth comprises: as described drilling depth≤10m, selects eccentric bit to creep into; As described drilling depth > 10m and≤30m time, select Concentric drilling creep into; As described drilling depth > 30m and≤55m time, select eccentric bit creep into.
Preferably, be positioned at two of the described boring bottom and select steel through Tempering and Quenching with pipe, be connected to two of the described bottom with the above non-hardened and tempered steels selecting microalloying with pipes of pipe.
Preferably, will carry out deviation controlling in boring procedure, its technique comprises: advanced section of super hole cutter carries out deviation controlling; Constantly hole deviation measurement will be carried out in boring procedure; Rig is installed and is wanted firm.
Preferably, super hole cutter advanced section of technique of carrying out deviation controlling comprises: advanced section of super hole cutter selects eccentric bit slowly to creep into; Drilling rod vertical shaft axially should with preset hole to being consistent with the tube hub axle of following being positioned at aperture.
Preferably, the step that advanced section of described super hole cutter selects eccentric bit slowly to creep into comprises: first, the centre pilot drill bit of eccentric bit carries out perforate; Then, the eccentric block of eccentric bit repairs the hole wall of described centre pilot drill bit institute perforate repeatedly, adjusts poroid.
Preferably, the step constantly will carrying out hole deviation measurement in described boring procedure is: using in boring procedure wirelessly has storage formula digital gyro inclinometer to carry out hole deviation measurement, and the deviational survey frequency at least should meet: within the scope of 0 ~ 10m hole depth, and every 5m surveys once; Within the scope of 10 ~ 30m hole depth, every 10m surveys once; Below 45m hole depth, every 15m surveys once; Behind whole hole, systems axiol-ogy once, during as found that hole scattering exceedes regulation, should rectify a deviation in time.
Preferably, hydraulic-driven selected by described rig.
Beneficial effect of the present invention embodies in the following areas:
1, the present invention is in work progress, according to strata condition and drilling depth, selects suitable drilling tool and follows tubing matter, mutual use of alternately arranging in pairs or groups, can improve the construction effect of pipe-following drilling greatly, effectively reduces or remits hole therefore the generation of rate, reduce construction cost, ensure that construction completes smoothly;
2, the present invention adopts deviation controlling technique, ensures the verticality of boring, avoids with pipe fracture.
Accompanying drawing explanation
Fig. 1 is the structural representation of the sleeving valve pipe assembly for deep covering layer of the present invention;
Fig. 2 a is the manufacturing process figure of connection socket:
Fig. 2 b is the annexation figure between sleeving valve base tube;
Fig. 3 is the detailed structure figure of slurry output ring;
Fig. 4 is the formation structure chart of the bottom sleeving valve pipe be positioned at the bottom of hole;
Fig. 5 is the structural representation of double-layer glue bellows packer of the present invention;
Fig. 6 is the structural representation of two-shot grouting plug of the present invention;
Fig. 7 is the structural representation carrying leading-in device with pipe lifting of the present invention;
Fig. 8 is the structural representation with pipe.
Description of reference numerals: 10-sleeving valve base tube; Sleeving valve pipe bottom 11-; The common sleeving valve pipe of 12-; 2-slurry output ring; 21-slurry outlet; 22-Elasticity; 23-fixed band; 3-connection socket; 31-joint-cutting; 4-inlet pipe; 41-stock inlet; 42-grout outlet; 51-expanded capsule; 52-protects capsule; 53-tight loop; 61-water inlet; 62-ferrule fitting; 7-cement grout grout pipe; 71-expansion jam; 8-water glass grout pipe; 81-PVC manages; 91-is with pipe; 911-external screw thread; 92-carries and draws sleeve pipe; 921-internal thread; 93-handle.
Detailed description of the invention
The invention provides a kind of deep covering layer sleeving valve tube method controllable grouting method, comprise the following steps: install rig, realize pipe-following drilling and once become boring, utilize the pipe of following synchronously transferred in boring to form operation hole; Sleeving valve pipe assembly is installed in operation hole; Sheath body slurry is poured into, until sheath body slurry overflows from aperture, to be fixed in the middle of operation hole by sleeving valve pipe assembly to sleeving valve pipe assembly and with in the annular gap between pipe; After perfusion sheath body slurry, take out described with pipe from boring, sheath body slurry is contacted with stratum; At sheath body slurry not completely before condensation, by by packer segmentation jam from bottom to top in sleeving valve pipe assembly, grouting slurry is laterally poured in stratum from the slurry outlet of sleeving valve pipe assembly via sheath body slurry; Wherein, grouting slurry being poured into period in stratum, by perfusion variable concentrations grouting slurry, controlled compound grouting is implemented.
Wherein, deep covering layer sleeving valve tube method controllable grouting method of the present invention is that example illustrates by holing to the deep covering layer of boring hole depth >=55m, aperture >=127mm, but is not limited thereto, and can select controllable grouting method of the present invention according to construction concrete condition.Below by specific embodiment, the present invention is described in detail.
Concrete, realize pipe-following drilling and once become boring, utilizing and synchronously transfer to forming the step in operation hole with pipe and comprise in boring: once becoming bore operation by adopting at least two kinds of drilling tools pipe-following drilling that hockets, formed by the operation hole become with circumference of cannon bone of transferring, wherein, hocket during pipe-following drilling once becomes bore operation at described employing at least two kinds of drilling tools, transfer at least two kinds of materials with pipe; Match drilling tool and with after tubing matter, rig is installed; After installing rig, start boring, realize once becoming boring with the synchronous follow-up of pipe.
For guaranteeing drilling quality, reducing hole therefore the generation of rate, having carried out reasonably optimizing collocation in each construction stage to drilling tool and with pipe.Be described in detail below by specific embodiment.
Drilling tool, as the important component part of pipe-following drilling, is positioned at bottom drilling rod, is connected with drilling rod, and impinge upon earth strata under dynamic action realizes creeping into.Different construction ground layer depth, selects different drilling tools, to raising boring effect, reduce construction cost very important.According to requirement of engineering, drilling tool selects eccentric bit and Concentric drilling, and eccentric bit and Concentric drilling are used alternatingly in the Different Strata degree of depth.
Concrete, as drilling depth≤10m, select eccentric bit to creep into.Owing to will carry out deviation controlling in boring procedure, and advanced section of super hole cutter carries out deviation controlling is basis as complete opening deviation controlling in boring procedure, particularly important.Therefore, in order to carry out the deviation controlling of advanced section of super hole cutter, advanced section of the super hole cutter as drilling depth≤10m selects eccentric bit slowly to creep into.Detailed process is: first, and the centre pilot drill bit of eccentric bit carries out perforate; Then, the eccentric block of eccentric bit repairs the hole wall of centre pilot drill bit institute perforate repeatedly, adjusts poroid.This process effectively ensure that borehole perpendicularity, for the deviation controlling of follow-up boring is laid a good foundation.
As drilling depth > 10m and≤30m time, select Concentric drilling creep into.In the drilling process stage, in order to improve boring effect, through engineering practice, being greater than the section boring of more than 10m hole, changing eccentric bit into Concentric drilling, can fast pore-creating.
As drilling depth > 30m and≤55m time, select eccentric bit creep into.Because the pore-forming space of Concentric drilling is little, along with boring deeply, more and more tighter with pipe, hole therefore occurrence probability increase, and for the ease of process hole therefore process, make to keep certain loosening state with pipe, are greater than 30m until whole hole hole depth, are changed to eccentric bit and creep into.In the manner described above, reasonably combined use, high-quality and high-efficiency completes construction task.
What boring used follows pipe, and as the wall protection pipe that covering layer creeps into, object is avoided occurring collapse hole fault in covering layer drilling process, guarantees that covering layer drilling construction can complete smoothly.As the important composition parts in drilling construction, what selection was suitable follows tubing matter, drilling hole can be reduced therefore the generation of rate, avoid with pipe fracture, therefore, the present invention selects steel through Tempering and Quenching with pipe being positioned at boring two of the bottom, is connected to two of the bottom with the above non-hardened and tempered steels selecting microalloying with pipes of pipe.
Concrete, steel through Tempering and Quenching utilize homogeneous tube Tempering and Quenching stove (Control for Kiln Temperature is within ± 5 DEG C) to carry out Tempering and Quenching to material, make this material possess high strength (total length yield strength extreme difference≤50MPa), deep drilling can be met to the requirement of material high-strength and high ductility performance.
The non-hardened and tempered steel of microalloying be organized as bainite, there is very high abrasion resistance and higher intensity, affordable, general geological drilling demand can be met.
Through the steel of Tempering and Quenching compared with the non-hardened and tempered steel of microalloying, yield strength index promotes 60%, and tensile strength index promotes 17%, and ballistic work promotes 157%, and hardness on average improves 7HRC.In sum, for the main cause occurred with pipe fracture accident, in conjunction with the performance evaluation of two kinds of tubing, therefore, in order to make full use of the advantage of two kinds of tubing, in boring procedure, combination collocation use has been carried out with pipe by two kinds, namely two joints are through the steel of Tempering and Quenching as with pipe lower part, adopt the non-hardened and tempered steel of microalloying to connect, after the tubing combination of two kinds of different performances more than Section three, better can play both advantage and disadvantages, effectively reduce the generation with pipe fracture accident, directly improve efficiency of construction, reduce materials'use cost.
In addition, in order to prevent occurring with pipe fracture accident, will carry out deviation controlling in boring procedure, ensure the verticality of boring, its technique comprises: advanced section of super hole cutter carries out deviation controlling; Constantly hole deviation measurement will be carried out in boring procedure; Rig is installed and is wanted firm.
Concrete, super hole cutter advanced section of technique of carrying out deviation controlling comprises: advanced section of super hole cutter selects eccentric bit slowly to creep into; Drilling rod vertical shaft and be positioned at aperture axially should with preset hole to being consistent with tube hub axle, to ensure that boring direction is accurate.
Concrete, the step constantly will carrying out hole deviation measurement in boring procedure is: using in boring procedure wirelessly has storage formula digital gyro inclinometer to carry out hole deviation measurement, and the deviational survey frequency at least should meet: within the scope of 0 ~ 10m hole depth, and every 5m surveys once; Within the scope of 10 ~ 30m hole depth, every 10m surveys once; Below 45m hole depth, every 15m surveys once; Behind whole hole, systems axiol-ogy once, during as found that hole scattering exceedes regulation, should rectify a deviation in time.
Hydraulic-driven selected by rig of the present invention.
Wherein, realize pipe-following drilling and once become after boring, sleeving valve pipe assembly is installed in operation hole.Be described in detail below in conjunction with accompanying drawing.
The present invention is used for the sleeving valve pipe assembly of deep covering layer, be made up of the many sleeving valve pipes linked together, the many sleeving valve pipes linked together arrange a slurry output ring 2 at interval of a preset distance, during concrete enforcement, preset distance between adjacent slurry output ring 2 is 300mm, and this preset distance can adjust according to engineering is actual.Many sleeving valve pipes are made up of the bottom sleeving valve pipe 11 for being placed at the bottom of deep covering layer hole and the several common sleeving valve pipe 12 be connected to above bottom sleeving valve pipe 11, and bottom sleeving valve pipe 11 and common sleeving valve pipe 12 comprise: sleeving valve base tube 10; Be arranged on the slurry output ring 2 on sleeving valve base tube 10; Wherein, welded together by connection socket 3 between the common sleeving valve pipe 12 of bottom sleeving valve pipe 11 and the side of being located thereon and common sleeving valve pipe 12.
As shown in Figures 3 and 4, the step making bottom sleeving valve pipe 11 comprises: selection material is the sleeving valve base tube 10 of metal; Sleeving valve base tube 10 makes slurry output ring 2, and this slurry output ring 2, under the cooperation of packer, can realize making slurries enter sleeving valve pipe from sleeving valve pipe inside outside, and it is inner to stop the slurries of sleeving valve pipe outside to enter sleeving valve pipe; Make the bottom structure of the sleeving valve base tube 10 of bottom sleeving valve pipe 11.
Concrete, because sleeving valve pipe assembly of the present invention makes for deep covering layer, when boring aperture is 146mm, the choice of diameter of the sleeving valve base tube 10 of bottom sleeving valve pipe 11 is 89mm, and the sleeving valve base tube 10 of bottom sleeving valve pipe 11 is low carbon steel pipe.
As shown in Figure 4, the bottom structure of the sleeving valve base tube 10 of bottom sleeving valve pipe 11 is enclosed construction.Be preferably taper.The step making the bottom structure of the sleeving valve base tube 10 of bottom sleeving valve pipe 11 comprises: the part being 100mm by the bottom pipe range of bottom sleeving valve pipe 11 is divided into four parts; Four parts be divided into are closed up and are welded into taper, makes the bottom end closure of taper.
As shown in Figure 3, each slurry output ring 2 on bottom sleeving valve pipe 11 comprises: along sleeving valve base tube 10 multiple slurry outlets 21 circumferentially, during concrete enforcement, slurry outlet 21 generally offers 3 ~ 5, multiple slurry outlet significantly can reduce the blocked probability of slurry outlet in filling process, effectively ensures follow-up open loop, the carrying out smoothly of grouting construction; Wrap up the Elasticity 22 of multiple slurry outlet 21; Be wrapped in Elasticity about 22 two ends and Elasticity 22 be fixed on the fixed band 23 on sleeving valve base tube 10, landing in the process divided at sleeving valve pipe for preventing Elasticity 22.
The diameter of Elasticity 22 is less than the diameter 1 ~ 3mm of sleeving valve base tube 10, and Elasticity 22 can be wrapped on sleeving valve base tube 10.During Specific construction, Elasticity 22 selects the rubber hoop that elasticity is suitable, both can ensure can open loop to be in the milk under a certain pressure, can avoid again being destroyed under pressure and losing grouting function or can not reuse.Preferably, when the caliber of sleeving valve base tube 10 is 89mm, the diameter of rubber hoop can be chosen as 87mm.
The preferred fixed band 23 of the present embodiment is adhesive tape, and during enforcement, be respectively wound around 4 ~ 5 circles at the two ends up and down of rubber hoop, the fixed effect both played, does not affect open loop again.Preferably, when rubber hoop width is 80mm, the width of adhesive tape is 18mm, respectively overlaps half, lap joint sleeve valve base pipe 9mm when adhesive tape is wound around with sleeving valve base tube 10 and rubber hoop, overlaps rubber hoop 9mm.
Concrete, material and the aperture of common sleeving valve pipe 12 and the sleeving valve base tube of bottom sleeving valve pipe 11 are selected consistent.The structure of the slurry output ring 2 that the sleeving valve base tube 10 of common sleeving valve pipe 12 completes is also consistent with the structure making slurry output ring 2 on the sleeving valve base tube of bottom sleeving valve pipe 11, no longer describes in detail.
As shown in Figure 2 a, the making step of connection socket 3 is: selection material is metal and length is the sleeve pipe of 10mm; The tube wall of this sleeve pipe processes a joint-cutting 31 vertically.Preferably, select the sleeve pipe identical with sleeving valve base tube caliber, sleeve pipe processes after joint-cutting, diameter can be regulated as required, after regulating diameter, first one end of connection socket is soldered to the sleeving valve pipe being positioned at its underpart, and then the sleeving valve pipe being located thereon portion is welded on the other end, be welded and fixed owing to adopting, can ensure that sleeving valve pipe is being divided into the verticality in process and improve the safety divided into.Due to the guarantee of verticality, make sleeving valve pipe and keep a fixed gap with between pipe, be convenient to pour into sleeve shell material, be beneficial to the carrying out of subsequent construction.
Wherein, install sleeving valve pipe assembly in operation hole after, pour into sheath body slurry to sleeving valve pipe assembly and with the annular gap between pipe.
Sheath body slurry perfusion method of the present invention is applicable to the larger deep covering layer stratum of wastage, when the deep covering layer stratum perfusion sheath body slurry larger to wastage, the two plug of material filling is adopted to carry out subsectin bottler to sleeving valve pipe assembly and with the annular gap between pipe.The present invention adopts two plug subsectin bottler mode, can reduce the amount of pouring into of sheath body slurry, improve sheath body slurry perfusion quality, be both conducive to follow-up grouting quality, be conducive to again reducing filling process mesopore therefore the generation of rate.
During enforcement, sheath body slurry of the present invention selects the cement clay slurries or cement bentonite slurry with particular characteristic, general based on clay or swell soil, cement is auxiliary, pours into intensity≤0.30Mpa after 3 days, later stage maximum intensity≤0.6Mpa, treat that sheath body slurry condenses, can horizontal grouting be carried out, the effect preventing grouting slurries from flowing in vertical direction along hole wall can be played, force slurries to inject stratum.The actual groundwater increment of sheath body slurry of the present invention is 1 ~ 3 times of theoretical groundwater increment, can overflow aperture rapidly, improves sheath body slurry perfusion quality.
Concrete, the two plug of material filling comprises: two expansible stoppers; Sprue between two expansible stoppers, sprue is connected with filling tube.During grouting, by two expansible stopper jams to slurry output ring both sides of sleeving valve pipe assembly, make the sheath body slurry extruded under high pressure grouting pressure in sprue squeeze Elasticity to penetrate from slurry outlet, thus make slurry output ring open loop, pour into sheath body slurry to sleeving valve pipe assembly and with the annular gap between pipe, its step comprises:
At pipe-following drilling with divide into after sleeving valve pipe assembly completes, by two for material filling fork clip to sleeving valve pipe component bottom, make a slurry output ring of sleeving valve pipe component bottom between two expansible stoppers of the two plug of material filling, sleeve shell material is injected from the sprue between two expansible stoppers, sleeve shell material forces a slurry output ring open loop of described sleeving valve pipe component bottom under High Pressure, and is injected into in the annular gap between pipe and sleeving valve pipe assembly from the slurry outlet of described slurry output ring;
When sleeve shell material is rising to certain altitude with pipe and the annular gap between sleeving valve pipe assembly from slurry output ring injection of described sleeving valve pipe component bottom, in the middle part of two for material filling fork clip to sleeving valve pipe assembly, make a slurry output ring in the middle part of sleeving valve pipe assembly between two expansible stoppers of the two plug of material filling, sleeve shell material is injected from the sprue between two expansible stoppers, sleeve shell material forces a slurry output ring open loop in the middle part of described sleeving valve pipe assembly under High Pressure, and is injected into in the annular gap between pipe and sleeving valve pipe assembly from the slurry outlet of described slurry output ring;
Penetrate when the slurry output ring of sleeve shell material in the middle part of described sleeving valve pipe assembly and rising to certain altitude with pipe and the annular gap between sleeving valve pipe assembly, by two for material filling fork clip to sleeving valve pipe assembly top, make a slurry output ring on sleeving valve pipe assembly top between two expansible stoppers of the two plug of material filling, sleeve shell material is injected from the sprue between two expansible stoppers, sleeve shell material forces a slurry output ring open loop on described sleeving valve pipe assembly top under High Pressure, and be injected into in the annular gap between pipe and sleeving valve pipe assembly from the slurry outlet of described slurry output ring, until drilling orifice overflows the sleeve shell material virgin pulp liquid meeting concentration requirement.
In addition, after perfusion sheath body slurry, take out from boring with pipe, the step that sheath body slurry is contacted with stratum comprises: take out with during pipe from hole, constantly in boring, injecting sheath body slurry, i.e. feed supplement, making sheath body filled therewith to taking out with in the hole formed after pipe.
Concrete, feed supplement, as one of injection sheath body slurry aided process, combines with pipe with rising to pull out, pulls out while mend.Usually with managed pull out time, can spread immediately with the sheath body slurry between pipe and sleeving valve pipe assembly, cave in, if feed supplement not in time, then easily causing leakage section, cause sleeving valve pipe assembly directly to contact with stratum, is not compacting body by sheath body slurry consolidation, during grouting under high pressure effect, slurries are along loose weak point bit stream string, and parcel Elasticity, forms Seed harvest.If frequently feed supplement, impact is with having managed the time of pulling out, and slurry passes denseness in time to be increased, and rise and pull out difficulty increase, cast tube, holding tube phenomenon very likely occur overlong time.Therefore, rationally determining to pull out and the feed supplement time with having managed, feed supplement quality can be ensured, can ensure again to rise smoothly with pipe to pull out.
Therefore, if the stratum that deep covering layer is good penetrability, wastage is larger, rise when pulling out with pipe, often pull out 1 ~ 2 and fill up sheath body slurry in time 1 time, the concentration of the sheath body slurry filled up is consistent with the concentration of the sheath body slurry of perfusion.
If deep covering layer is poor permeability, consolidation stratum, rises when pulling out with pipe, often pull out 3 ~ 4 and fill up sheath body slurry in time 1 time, the concentration of the sheath body slurry filled up is consistent with the concentration of the sheath body slurry of perfusion.
As shown in FIG. 7 and 8, the present invention rises to pull out and uses one to carry leading-in device with pipe lifting with pipe, comprising: draw sleeve pipe 92 with carrying of pipe 91 screwed connection; Be fixed on the handle 93 carried and drawing on sleeve pipe 92, for upwards carry draw with carry draw that sleeve pipe is connected with managing.
Concrete, carry the inwall lower end of drawing sleeve pipe 92 and arrange for connecting the described internal thread 921 with pipe 91; The described outer wall upper end with pipe 91 has for mating with described internal thread 921 external screw thread 911 be connected.
The present invention elects handle 93 reinforcing bar of diameter 6mm as, and is welded on to carry by handle 93 tunneling boring and draws on sleeve pipe 92, and lifting safety, in the specific implementation, also can adjust diameter and the reinforcing bar of reinforcing bar according to actual conditions and put forward the connected mode of drawing sleeve pipe.
During operation, external screw thread 911 screw-in with pipe 91 is carried the internal thread 921 drawing sleeve pipe 2 and tightens, crane catches on handle 93, can will sling with pipe 91.By drawing the screwed connection of sleeve pipe with Guan Yuti, not only ensure to connect closely, and due to screwed connection, make to draw the axially consistent of sleeve pipe with Guan Yuti, thus can ensure with having managed the verticality in pulling out, improve the speed of pulling out and can prevent from damaging the grout stop on sleeving valve pipe.
Wherein, before sheath body slurry does not condense completely, start grouting, the present invention is first by perfusion variable concentrations grouting slurry, implement controlled compound grouting to deep covering layer, its step comprises: successively become slurry perfusion according to the order of cement grout, mixed stability slurries and paste serous material.
Concrete, the step successively becoming slurry perfusion according to the order of cement grout, mixed stability slurries and paste serous material into: according to normally becoming slurry cement injection slurries from thin to thick step by step than level; When cement injection slurries exist strong seepage, then use mixed stability slurries instead and pour into according to normally becoming slurry from thin to thick step by step than level; When pouring into mixed stability slurries and there is strong seepage, then use paste serous material instead and pour into according to normally becoming slurry from thin to thick step by step than level.
Mixed stability slurries of the present invention are made up of cement, swell soil (or clay), flyash; Paste serous material is made up of cement, swell soil (or clay), flyash, certain Admixture.
According to the normal principle becoming slurry cement injection slurries than level from thin to thick step by step into: cement grout adopts the slurries of water/binder ratio 3:1 to open filling, and slurries conversion is according to being divided into 3:1,2:1,1:1,0.8:1,0.5:1 five ranks from thin to thick; When injection rate is greater than 30L/min, can bypasses the immediate leadership as the case may be and thicken; After changing slurry water gray scale, to uprush as grouting pressure or midge amount reduces suddenly, should return immediately and rarely to pour into former water/binder ratio; When the grouting of employing the denseest level slurries, injection rate is greater than 30L/min, or unit injection rate accumulative reach 2t and injection rate and pressure change not obvious time, paste serous material or mixed stability slurry filling can be used instead; When being converted into stable slurry or paste serous material perfusion, according to mixed stability slurries or paste serous material perfusion principle, carrying out slurries and become level.
Mixed stability slurries or paste serous material perfusion principle are: when selecting mixed stability slurries to play filling, slurries should be the dilution slurries of one-level mixed stability slurries, according to dilute rear water-solid ratio 1:1 slurries, mixed stability slurries, paste serous material order successively become slurry perfusion; The grouting slurries amount of pouring at different levels reaches 300 ~ 400L/m, and grouting pressure and injection rate are all without changing or change not significantly, and (change significantly not can be regarded as the slurries of certain first order concentration after perfusion some, injection rate is still greater than 70% of initial injection rate), dense one-level should be changed; When being greater than 30L/min without pressure, injection rate in filling process, can consider to bypass the immediate leadership becomes slurry; Must not bypass the immediate leadership during paste serous material grouting and become slurry; When grouting pressure remains unchanged, injection rate continues to reduce, or when the constant and pressure durations of injection rate raises, should to continue perfusion in filling than level slurries, and should not change slurries and compare level; Change slurries than after level, to uprush as grouting pressure or midge amount reduces suddenly (injection rate is reduced beyond 50%), should return immediately and rarely to pour into than level to virgin pulp liquid.
Injecting process finished criteria of the present invention is: for paste serous material grouting, under the pressure of regulation, when unit midge amount is less than 2L/min, continues perfusion 5min, can terminate grouting; For the grouting of mixed stability slurries, under the pressure of regulation, when unit midge amount is less than 1L/min, continues perfusion 10min, grouting can be terminated; Cement grout is in the milk: under the pressure of regulation, when unit midge amount is less than 1L/min, continues perfusion 30min, grouting can be terminated.
The present invention is when cement injection slurries, mixed stability slurries and paste serous material, and adopt double-layer glue bellows packer, as shown in Figure 5, comprising: inlet pipe 4, its two ends connect stock inlet 41 and grout outlet 42 respectively; Be coated on the expanded capsule 51 of described inlet pipe 4 periphery; Be coated on the protection capsule 52 of described expanded capsule 51 periphery, for isolating described expanded capsule and extraneous contact to avoid scratching, improve durability, improving construction speed and quality.Wherein, the periphery of described protection capsule 52 be also fastened with for by described protection capsule 52 and expanded capsule 51 compacting to form overall tight loop 53, prevent protection capsule from coming off, expanded capsule can be protected preferably.Wherein, described protection capsule 52 thickness is 6mm.
As shown in Figure 5, in the present embodiment tight loop 53 be two and along protection capsule 52 axis be arranged in its two ends.Tight loop of the present invention also can be multiple along protecting the axial arranged of capsule.
As shown in Figure 5, the epimere of inlet pipe 4 is fixed with ferrule fitting 62, and water inlet 61 is communicated with expanded capsule 51 by described ferrule fitting 62.Wherein, expanded capsule 51 is rubber capsule, and its inner homogeneous is furnished with single layer of wires, for strengthening the compressive strength of expanded capsule 51.Described protection capsule 52 is rubber capsule.
After water under high pressure enters expanded capsule 51 from water inlet 61; expanded capsule 51 expands until the pressure in it reaches predetermined pressure; now be positioned at protection capsule 52 outside expanded capsule 51 also expand under pressure and with sleeving valve pipe interior side contacts and form grouting environment, grouting can be started.
Wherein, described protection capsule 52 and tight loop 53 are demountable structure, if protection capsule is once damage, detachably changes, again compacting tight loop, hydraulic pressure plug can be increased operation rate and durability.
Wherein, during the grouting slurry of the cement grout of variable concentrations, mixed stability slurries and paste serous material is poured into stratum, real-time detection grouting pressure, when passing through to detect grouting pressure in real time, determine that poured into variable concentrations grouting slurry exists strong seepage, and when cannot terminate grouting, carry out two-shot grouting operation.
Concrete, two-shot grouting operation comprises: be installed to by the two-shot grouting plug comprising cement grout grout pipe and water glass grout pipe in sleeving valve pipe assembly; Utilize described cement grout grout pipe, first pour into a certain amount of cement grout; After having poured into a certain amount of cement grout, start priming petock glass via the water glass grout pipe being positioned at cement grout grout pipe inside, and Continuous Perfusion cement grout, be circulated into stratum after water glass and cement grout are converged.
As shown in Figure 6, two-shot grouting plug, comprising: cement grout grout pipe 1, for the perfusion channel of cement grout; Be positioned at the water glass grout pipe 2 of cement grout grout pipe 1 inside, for the perfusion channel of water glass; Be positioned at the expansion jam 71 outside cement grout grout pipe 1, during for installing two-shot grouting plug in sleeving valve pipe assembly, jam is at sleeving valve pipe assembly inwall; Wherein, the length of water glass grout pipe 2 is longer than the length of cement grout grout pipe 1, makes biliquid remain at a segment distance mixing of below packer, avoids casting plug.
The concrete operation step of two-shot grouting operation of the present invention is:
First, connect pipe-line system, by expansion jam 71 jam on sleeving valve pipe assembly inwall, slurry liquid of then fetching boiling water grout pipe 1, cement injection slurries 200 ~ 300L in cement grout grout pipe 1; Then, glass grout pipe 2 of fetching boiling water, priming petock glass in water glass grout pipe 2, the pressure of priming petock glass will be consistent with the pressure of cement injection slurries; Wherein, Continuous Perfusion cement grout and water glass certain hour under the state that the injection pressure of water glass and cement grout is consistent, in filling process, when cement grout and water glass flow diminish, and pressure raise very fast time, close water glass grout pipe 2, cement grout continues perfusion 100-200L, terminates grouting.
The incipient stage of perfusion, the grouting pressure of cement grout and water glass is 0.2 ~ 0.3MPa, when needs increase injection pressure, and must the synchronous grouting pressure increasing cement grout and water glass.
Preferably, total perfusion volume ratio of cement grout of the present invention and water glass is 1:1.
One aspect of the present invention adopts first cement injection slurries, the method of priming petock glass and then, the cement grout when priming petock glass is made to have deposited slurry seldom, can not on gush, the hypomere of water glass grout pipe 2 is made to stretch out cement grout grout pipe 5 ~ 9m on the other hand, make water glass as far as possible away from bottom packer, make biliquid mix the safety area remaining at below packer, be unlikely to threaten packer and cast plug.
The present invention adopts biliquid pump or proportioning pump priming petock glass and cement grout, to ensure that the injection pressure of water glass and cement grout is consistent.
The hypomere of water glass grout pipe 1 of the present invention is pvc pipe, scraps rear replacing conveniently.
Although above-mentioned to invention has been detailed description; but the present invention is not limited thereto; those skilled in the art can principle according to the present invention modify, and therefore, all various amendments carried out according to principle of the present invention all should be understood to fall into protection scope of the present invention.
Claims (9)
1. a deep covering layer pipe-following drilling method, is characterized in that comprising the following steps:
By adopting at least two kinds of drilling tools pipe-following drilling that hockets once to become bore operation, formed by the operation hole become with circumference of cannon bone of transferring, to utilize described operation hole to carry out deep covering layer grouting;
Wherein, hocket during pipe-following drilling once becomes bore operation at described employing at least two kinds of drilling tools, transfer at least two kinds of materials with pipe.
2. deep covering layer pipe-following drilling method as claimed in claim 1, is characterized in that, described deep covering layer hole depth >=55m, aperture >=127mm.
3. deep covering layer pipe-following drilling method as claimed in claim 2, is characterized in that, described drilling tool selects eccentric bit and Concentric drilling, and described eccentric bit and Concentric drilling are used alternatingly at different hole depth place.
4. deep covering layer pipe-following drilling method as claimed in claim 3, it is characterized in that, the step that described eccentric bit and Concentric drilling are used alternatingly in the Different Strata degree of depth comprises:
As described drilling depth≤10m, eccentric bit is selected to creep into;
As described drilling depth > 10m and≤30m time, select Concentric drilling creep into;
As described drilling depth > 30m and≤55m time, select eccentric bit creep into.
5. deep covering layer pipe-following drilling method as claimed in claim 4, it is characterized in that, be positioned at two of the described boring bottom and select steel through Tempering and Quenching with pipe, be connected to two of the described bottom with the above non-hardened and tempered steels selecting microalloying with pipes of pipe.
6. deep covering layer pipe-following drilling method as claimed in claim 5, it is characterized in that, will carry out deviation controlling in boring procedure, its technique comprises:
Advanced section of super hole cutter carries out deviation controlling;
Constantly hole deviation measurement will be carried out in boring procedure;
Rig is installed and is wanted firm.
7. deep covering layer pipe-following drilling method as claimed in claim 6, it is characterized in that, super hole cutter advanced section of technique of carrying out deviation controlling comprises:
Advanced section of super hole cutter selects eccentric bit slowly to creep into;
Drilling rod vertical shaft axially should with preset hole to being consistent with the tube hub axle of following being positioned at aperture.
8. deep covering layer pipe-following drilling method as claimed in claim 7, is characterized in that, the step that advanced section of described super hole cutter selects eccentric bit slowly to creep into comprises:
First, the centre pilot drill bit of eccentric bit carries out perforate;
Then, the eccentric block of eccentric bit repairs the hole wall of described centre pilot drill bit institute perforate repeatedly, adjusts poroid.
9. deep covering layer pipe-following drilling method as claimed in claim 8, it is characterized in that, the step constantly will carrying out hole deviation measurement in described boring procedure is: using in boring procedure wirelessly has storage formula digital gyro inclinometer to carry out hole deviation measurement, the deviational survey frequency at least should meet: within the scope of 0 ~ 10m hole depth, and every 5m surveys once; Within the scope of 10 ~ 30m hole depth, every 10m surveys once; Below 45m hole depth, every 15m surveys once; Behind whole hole, systems axiol-ogy once, during as found that hole scattering exceedes regulation, should rectify a deviation in time.
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