CN105839619A - Construction method for drilling pile under bad geological conditions - Google Patents
Construction method for drilling pile under bad geological conditions Download PDFInfo
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- CN105839619A CN105839619A CN201610416216.5A CN201610416216A CN105839619A CN 105839619 A CN105839619 A CN 105839619A CN 201610416216 A CN201610416216 A CN 201610416216A CN 105839619 A CN105839619 A CN 105839619A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/36—Concrete or concrete-like piles cast in position ; Apparatus for making same making without use of mouldpipes or other moulds
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a construction method for a drilling pile under bad geological conditions. The construction method comprises the following steps of drilling a construction hole in a soil layer at a preset pile position; and arranging a steel reinforcement cage in the construction hole, and pouring concrete in the steel reinforcement cage to finish the construction of the drilling pile. The method for drilling the construction hole is realized by drilling by adopting slurry mainly comprising bentonite and clay in a reverse circulation drilling mode, wherein for the slurry adopted by reverse circulation drilling, the relative density is 1.06 to 1.10, the viscosity is 18 to 28Pa.s, the sand factor is 4 weight percent or below 4 weight percent, the colloid fraction is 95 percent or above 95 percent, and the pH value is 8 to 10. According to the method, drilling operation can be performed under the condition of sandy soil, and hole-diameter shrinkage or hole collapse can be avoided, thereby improving the construction safety and the construction efficiency of the drilling pile.
Description
Technical field
The present invention relates to bridge field, hole in particular under a kind of unfavorable geological condition
Pile construction method.
Background technology
In the construction projects such as bridge, usually can relate to the construction of drilled pile, be bored by construction
Ground is reinforced by hole stake, strengthens the bearing capacity of soil layer.At present, the construction of drilled pile is adopted more
With spiral-digging pore, pour stake the most again.But, for sandy soil layer, due to soil layer relatively
Loose, it is easily caused hole when using spiral-digging pore unstable, situation about even caving in occurs,
Thus affect pouring of stake.
Summary of the invention
It is an object of the invention to provide a kind of drilled pile construction method under unfavorable geological condition, can
Reduce the problem occurring hole to cave in boring procedure, to guarantee that drilled pile can more efficiently be executed
Work.
The present invention is achieved in that
A kind of drilled pile construction method under unfavorable geological condition, comprises the following steps:
In predetermined stake position, soil layer is drilled with construction hole.In construction hole, steel reinforcement cage is set and to steel reinforcement cage
Interior casting concrete, completes the construction of drilled pile.The method being drilled with construction hole is: reverse circulation drilling.
The reacting cycle mud that reverse circulation drilling uses mainly is made up of bentonite and clay, reacting cycle mud
Relative density be 1.06～1.10, viscosity be that 18～28Pa s, sand factor are at below 4wt%, colloidity
More than 95%, pH is 8～10.
The beneficial effect of such scheme: the drilled pile under unfavorable geological condition that the present invention provides is executed
The pore-forming effect of work method is obvious, can avoid occurring that in boring procedure undergauge, the hole that collapses etc. are bad
Phenomenon.Due to the problem being difficult to collapse occurs of holing, therefore, it can under the risk so that boring
Fall, is conducive to improving the efficiency of boring, shortening construction period, reducing construction cost.
Accompanying drawing explanation
In order to be illustrated more clearly that the technical scheme of the embodiment of the present invention, below will be in embodiment
The required accompanying drawing used is briefly described, it will be appreciated that the following drawings illustrate only this
Some bright embodiment, is therefore not construed as the restriction to scope, common for this area
From the point of view of technical staff, on the premise of not paying creative work, it is also possible to according to these accompanying drawings
Obtain other relevant accompanying drawings.
Drilled pile construction method under the unfavorable geological condition that Fig. 1 provides for the embodiment of the present invention
Schematic flow sheet.
Detailed description of the invention
Below in conjunction with embodiment, embodiment of the present invention are described in detail, but ability
Field technique personnel are it will be appreciated that the following example is merely to illustrate the present invention, and are not construed as limit
The scope of the present invention processed.Unreceipted actual conditions person in embodiment, according to normal condition or manufacture
The condition of business's suggestion is carried out.Agents useful for same or instrument unreceipted production firm person, be and can lead to
Cross the commercially available conventional products bought and obtain.
Carry out below for drilled pile construction method under the unfavorable geological condition of the embodiment of the present invention
Illustrate:
Under a kind of unfavorable geological condition, drilled pile construction method comprises the following steps: right in predetermined stake position
Soil layer be drilled with construction hole, then construction hole in arrange steel reinforcement cage and in steel reinforcement cage casting concrete,
I.e. complete the construction of drilled pile.Wherein, the method being drilled with construction hole is: reverse circulation drilling.
The reacting cycle mud that reverse circulation drilling uses mainly is made up of bentonite and clay, reacting cycle mud
Relative density be 1.06～1.10, viscosity be that 18～28Pa s, sand factor are at below 4wt%, colloidity
More than 95%, pH is 8～10.
At unfavorable geological condition, especially during sandy soil layer construction, owing to sandy soil layer is more open,
Stability Analysis of Structures is poor, the problem being susceptible to boring collapse, thus causes the construction risk in boring procedure
The problem extended with construction period.
The construction method of existing spiral-digging pore utilizes the rotation of drilling rod and drilling bucket, conducts oneself with dignity with drilling bucket and adds
Hydraulic pressure, as drilling pressure, makes soil bits promote drilling bucket after filling drilling bucket and is unearthed.By the rotation of drilling bucket,
Cut the earth, promote, unload soil and mud displacement retaining wall, iterative cycles and pore-forming.The mode pair of spiral-digging pore
Sandy soil layer make destruction relatively big, thus, the easy hole collapse when sandy soil layer is holed.
The present invention use reverse circulating mode carry out pore-forming, by the slush pump press-in mouth that will make
In hole, thus the silt under excavating in hole is suspended by mud, is discharged into ground with the rising of mud,
This process of iterative cycles, thus realize being drilled with the purpose in hole.During reverse circulation drilling, hole wall
By head and mud as protection, it is possible to prevent the situation that the hole wall of sand loam soil destroys.
The eliminating boring mud seriality of reverse circulation drilling is good, and rate of penetration is relatively fast.
During boring, the mud entering construction hole can fill up the space of hole wall, thus reduces oozing of hole wall
Water problems, thus keep the hydraulic pressure in construction hole, thus hole wall is protected.Actual be drilled with construction hole
Time, the viscosity of the mud used during being drilled with can be gradually lowered, and declines the anti-seepage effect of hole wall,
And the hydration swelling of different soil and loose collapse more serious, causes the protective effect to hole wall to reduce,
Therefore, can in time mud be adjusted, in order to meet the needs of boring.
It is preferred that before being drilled with construction hole, heatable adobe sleeping platform also can be excavated at stake position, and pacifies in heatable adobe sleeping platform
Dress casing.The installation requirement of casing is as follows: the level between centrage and the axis of casing of stake position away from
From at below 5cm, the axis of casing relative to the gradient of vertical direction below 1%, the top of casing
Portion is above the ground level 20～30cm.Gradient refers to the tangent value of the axis of casing and the angle of vertical direction.
Specifically, reacting cycle mud all can add thickening agent according to the needs during actual being drilled with,
To improve the viscosity of mud.Thickening agent includes soda, high molecular polymer etc., and such as, carboxymethyl is fine
Dimension element, polyacrylamide.
For preventing in drilling process, the sandstone in construction hole and mud blocking drill bit, the brill of rig
Head is 20～30cm with the distance from bottom in construction hole.By reserving one end distance at the bottom of hole and between drill bit,
Mud and sand slag can be flowed the most between, thus keep drill bit normally to creep into.
It is preferred that in being drilled with construction hole, when hole of constructing reaches projected depth, drill bit stops drilling depth,
And construction hole is carried out the process of clear hole, until beds of precipitation thickness and mud property in construction hole reach to set
Meter requirement.Specifically, the method that clear hole processes is: make the drill bit with the distance constructed bottom hole be
0.5～1.0m, reacting cycle mud injects from the top in construction hole, and the dredge pump of rig is persistently inhaled
Slag.
Owing to using the mode injecting mud to carry out being drilled with of construction hole, sandstone can be remained in construction hole and sink
Forming sediment, thus form the beds of precipitation, cause the degree of depth in construction hole to change, the perfusion degree of depth of concrete also occurs
Change.It addition, the beds of precipitation reduce the construction hole bearing capacity to stake, thus stake is easily caused to settle
Problem.Processed by clear hole, the beds of precipitation thickness in construction hole can be reduced, improve the performance of the beds of precipitation
Index, in order to the concrete grouting degree of depth reaches requirement, improves the stability of the stake poured simultaneously, it is to avoid
The problem of sedimentation.
During for reducing casting concrete, there is isolation and the uncompacted problem of concrete in concrete,
After in construction hole, steel reinforcement cage is set, in steel reinforcement cage before casting concrete, also include: in reinforcing bar
Arranging conduit in cage, the distance bottom the bottom of conduit and construction hole is 300～400mm.
The concrete poured is played moulding and supporting role by conduit, makes concrete keep stablizing of structure,
Avoid occurring the situation of isolation.Bottom conduit with construction hole bottom distance be 300～400mm can to make
The starting stage that must pour pour stake can quickly, one-shot forming, simultaneously it is also possible that pile foundation
Intensity higher.Secondly, along with pouring of concrete, conduit is gradually extracted, thus realizes watering of stake
Build.It is preferred that during pouring, conduit can carry out up-down vibration, in order to makes concrete combine
Finer and close, consolidation, to improve the intensity of stake.
Further, after in steel reinforcement cage, conduit is set, in steel reinforcement cage before casting concrete,
Also include: utilize conduit to carry out secondary pile hole cleaning by the way of gaslift.Secondary pile hole cleaning can be by construction hole
Mud eliminating more thorough of deposition, removed by the sediment such as sand, stone and precipitate at the bottom of hole to meet
Layer thickness reaches to design requirement.
Specifically, the upper port at conduit connects gas lift reverse circulation kuppe.One end is connected compressor,
The other end connects the air hose of gas-distributing pipe, and air hose is connected the one of gas-distributing pipe by kuppe centre bore
End puts into conduit.By being passed through compressed air in air hose persistent guide pipe, then difference position in conduit
Mud and the mixture of gas of density contrast, and gas-distributing pipe is formed in gas-distributing pipe above section and gas-distributing pipe
The density of the mixture that above section is formed is less.Mixture forms direction motion earthward because of density contrast,
Thus in conduit gas-distributing pipe negative pressure formed below, mud is elevated under the effect of negative pressure, thus produces
Raw flowing.
It is preferred that by after secondary pile hole cleaning, the thickness of the mud that construction inner hole deposition forms sediment is at 25cm
Hereinafter, the relative density of the mud that inner hole deposition of constructing forms sediment is 1.03～1.10, viscosity is
17～20Pa s, sand factor are less than 2wt%.
Below in conjunction with drilling construction method under the embodiment unfavorable geological condition to the present invention make into
The detailed description of one step.
Refering to Fig. 1, present embodiments provide a kind of drilling construction method under unfavorable geological condition, mainly
Comprise the following steps:
Step S101, boring before prepare: boring leading according to concrete construction environment, design requirement,
Construction site is cleared up, and various equipment is installed and raw material deposit.
Step S102, boring and clear hole: utilize reverse circulation boring method to carry out bore operation, holed
The process of clear hole is carried out after one-tenth.
Step S103, steel reinforcement cage, the installation of conduit: in the hole being drilled with, place steel reinforcement cage, and install
For pouring into a mould the conduit of concrete.
Step S104, secondary pile hole cleaning: carry out clear hole by the way of gaslift.
Step S105, casting concrete: by conduit casting concrete in steel reinforcement cage.
Hereinafter above-mentioned steps is elaborated.
In step S101, before boring, preparation mainly includes following preparation.
1.1, surveying and locating
The data provided according to design drawing, calculate each pile foundation centre coordinate, carry out in-site measurement setting-out.
Setting-out process is carried out in strict accordance with specification, measures each pile foundation centre distance with steel ruler and check after setting-out,
And accomplish fluently fender pile around stake position, and the good each fender pile of record is to the distance of stake position, in order to check.
1.2, pile-casting making and burying underground
Casing uses 18mm steel plate roll and set tough angle at coxopodite to bury underground, the relatively stake of casing internal diameter
The big 20cm in footpath, length meet above ground level 20～30cm and buried depth more than the requirement of 2.5m.When burying underground
The circular heatable adobe sleeping platform that first digging diameter is suitable at pre-fixed pile, is subsequently adding appropriate viscosity yellow mud, with
In time, install to circular heatable adobe sleeping platform in place by casing.
In order to ensure the prescription that casing is installed, casing central vertical line preferably with pre-fixed pile center
Line overlaps, and plane deviation is not more than 5cm, is vertically not more than 1% to gradient, and casing top is above the ground level
20～30cm.
With viscosity yellow mud retaining wall and tamp outside casing.Casing must check casing after having placed again
Centre coordinate, as undesirable, then reapposes.Casing is placed after reinforcing, and measures casing and rises
Journey, measures casing crest level again before pile foundation pore-forming, it is to avoid casing sedimentation causes error.
1.3, rig is in place
With truck crane, rig is winched to pre-fixed pile and carries out assembly (can be the most in place as used automobile to bore),
Install after assembly and adjust rig tackling system, drill bit being hung in casing, using horizon rule handle
Rig leveling also makes drill bit be directed at pre-fixed pile center, then loads onto rotating disk, makes center of turntable and drilling cramp
On lifting pulley group, pre-fixed pile center is on same plumb line, it is allowed to deviation be not more than 20mm,
The relative relief that the corner of rig substructure allows is not more than 5mm.Rotary table for drilling machine elevation is to measure hole depth
Foundation, its measurement of higher degree error cannot be greater than 5mm, and rig must again carry out stake position before spudding in and check,
And report management to check and accept.Running check brill dish in drilling process, if any tilting or displacement, corrects in time.
1.4, slurrying
In the present embodiment, construction uses bentonite and tonerde to prepare mud, and the parameter of mud is being opened
Being determined by test before Zuaning, its main performance index requires such as table 1.
Table 1 bores sky mud property index
Mud i.e. uses after preferably having prepared.The preparation of mud is completed, mud every before spudding in
Performance indications should detect in time and control.Depending on detection case and drilling situation, can add pure in mud
Alkali, the carboxymethyl cellulose of 0.1% or bentonite, to improve mud property.Enter when using direct circulation
During row boring, the main performance index of the mud of use is: relative density is 1.2～1.45；Viscosity is
19～28Pa s；Sand factor is 4～8%；Colloidity is more than 96%；PH value is 8～10.
In step s 102, boring and clear hole mainly include following operation.
2.1, rig uses reverse circular technique to carry out bore operation.
When creeping into, blocked for the slag suction mouth preventing drill bit, first, by drill bit improve away from the bottom of hole about
20cm～30cm, fills up clear water by vacuum pump, starts for ease of vacuum pump, it is to avoid use sewage.Its
Secondary, fasten outlet water control valve and mud chamber's discharging valve makes pipeline close, then open vacuum line valve and make
Air water is unimpeded, then starts vacuum pump.Vacuum pump work is extracted the gas in pipeline out and is produced negative pressure, from
And lead water to slush pump.Again, see that slush pump closes when being full of water by the observation window of mud chamber
Close vacuum pump, start slush pump immediately.
When slush pump outlet vacuum pressure reaches more than 0.2MPa, open outlet water control valve, pipeline
In mud mixture be discharged to sedimentation tank, after forming reacting cycle, start rig and start at a slow speed to creep into.If
After opening outlet water control valve, when slush pump outlet vacuum pressure reduces to below 0.2MPa, water outlet can be closed
Control valve is to reduce discharge capacity, or the most repeatedly opens and closes control valve with pressure in raising pump.
When the projected depth in hole is relatively big, and rig can connect long drill pipe.Before rig connects long drill pipe,
First stop brill dish, and make reverse circulation system continuous firing to the basic emptying of sediment at the bottom of hole, be then shut off mud
Stock pump.For preventing gas leakage, leaking, between the joint flange dish of rig and long drill pipe, pad sets 3mm～5mm
Thick elastic tape, uses screw bolt reinforcing.
In drilling process, within every 4 hours, check that a rig sinks, and leveling in time, make a record.
In drilling process, for preventing aperture from tilting, should be noted following item:
1) rotating disk to be made, base level during rigging up, gin wheel edge, the hole clipping of fixing drilling rod and
Casing center three need on a vertical curve, and running check correction.It is 2) longer due to kelly,
During rotation, top swings excessive, it is necessary to set up leading truck on drilling cramp, controls to carry diversion dragon on drilling rod
Head so that it is creep into along leading truck centering.3) tool joint need to check one by one, adjusts in time, when actively
During drill pipe buckling, adjust with timely jack.4), when creeping in sandy soil, one, two grades are used
Rotating speed, and controlled footage, in order to avoid subsidence drill bit.Meet rich groundwater easily to collapse the slity soil in hole, use
Low grade is crept at a slow speed, reduces the burr-drill agitation to soil layer, strengthens specific gravity of mud simultaneously and improve water
Head, to strengthen retaining wall, prevents the hole that collapses.Occur bit freezing problem time take drill bit unsettled idle running scraping, on
The mode of lower wriggling solves irregular aperture problem.5) in drilling process, however time check in casing
Head.During as found head deficiency, employing is taken out stock pump and is taken out slurry to head supplementary in casing.
2.2, clear hole
After the hole that is drilled with arrives designed elevation, rig stops drilling depth, uses that displacement method pumping is counter to be followed
Ring carries out clear hole.Specifically, drill bit is promoted to from the bottom of hole 0.5～1.0m, allows from aperture and precipitated
In light density mud (relative density 1.03～1.10) constantly ostium, dredge pump continues slag absorbing, until
Beds of precipitation thickness and mud property index at the bottom of hole meet design and code requirement.
2.3, pore-forming inspection
While clear hole, the mud in hole and the beds of precipitation are detected, in order to adjust according to practical situation
Whole clear hole operation.After mud property index and beds of precipitation thickness meet design and code requirement, remove and bore
Bar, proposition drill bit, and check aperture and gradient, aperture cannot be less than designing requirement, and gradient is not
Must be more than 1%.Pore-forming inspection usesThe cage inspection hole device of reinforcement fabrication, its external diameter and stake footpath
Identical, 4～6 times of a length of aperture.
During detection, inspection hole device is sling, make center and the steel wire rope Heave Here in device axis, inspection hole, hole
It is positioned on same vertical curve, slowly puts into hole, the most unblocked show that aperture is not less than design load.
If midway be hampered, it is likely that have shrinkage cavity or hole deviation situation at the position that is hampered, the most again descend drill bit,
Stacks carries out cleaning bottom of hole the most repeatedly in the position gone wrong, and again detects.
In step s 103, steel reinforcement cage, the installation of conduit include following operation.
After the hole that is drilled with is the most qualified, just can carry out reinforcing bar cage hoisting operation.Complete steel reinforcement cage peace
After pretending industry, conduit is installed in steel reinforcement cage.Conduit is made up of the pipeline that more piece internal diameter is identical, and
The inner wall smooth of each joint, straight, bright and clean, the most concavo-convex without local.Careful operation is needed when transferring conduit,
Extension is avoided to touch steel reinforcement cage.Conduit order by number is transferred, and base opening exists away from the Altitude control at the bottom of hole
300～400mm.
Before conduit uses, examination is spelled numbering and is carried out watertight, pressure-bearing test and joint tensile test.Carry out water
The hydraulic pressure of close test, may be with nor less than catheter wall and weld seam not less than the pressure of the depth of water 1.3 times in hole
During concrete perfusion 1.3 times of maximum internal pressure power.Maximum internal pressure power is equal to conduit total length or anticipated maximum
The pressure that the concrete column of height produces deducts water or the pressure of mud generation in stake holes.
In step S104, secondary pile hole cleaning includes following operation.
After getting well under steel reinforcement cage, conduit, conduit is utilized to carry out the clear hole of second time by the way of gaslift, and
Mud at the bottom of hole and sedimentary are detected.(this when the precipitation thickness at the bottom of hole requires less than design
Embodiment is 25cm), and mud property index reaches claimed below: relative density 1.03～1.10,
Viscosity is 17～20Pa s, sand factor ＜ 2%, can stop clear hole.
In step S105, casting concrete includes following operation.
2.7, pouring underwater concrete
After treating the clear hole of second time, funnel and storage bin hopper are installed.The concrete used when pouring uses
Commercial underwater concrete, the slump controls 18～22cm.Use internal diameterQuick bayonet socket lead
Pipe carries out underwater gliders.
For guarantee first batch of filling concrete rear tube buried depth at more than 1m, storage bin hopper pulls out after filling concrete
While plug perfusion, transport vehicle continues to inject concrete, until it reaches and exceed first batch of concrete perfusion
Number of computations.
Complete at first batch of filling concrete, confirm buried depth meet require after, i.e. implement pile foundation coagulation
The continuous pouring of soil.During normal perfusion, depth of tremie controls 2～6m, and filling concrete is close to reinforcing bar
Keep conduit relatively great burying at the bottom of frame during elevation, and slow down rate of flooding, prevent because concrete impact causes
Rising of steel cage, at the bottom of top of concrete is beyond reinforcing bar during more than 4m, promotes conduit, recovers normal and fills
Note.Need to strictly detect when perfusion to design stake top mark height, control the amount of pouring into well.For ensureing to abolish stake
Pile body concrete quality after Tou, filling concrete elevation must be higher than design of pile top elevation 0.5～1.0m.
At the end of filling concrete is fast, funnel base opening exceeds stake top 4～6m.
The quantity of first batch of concrete perfusion needs to meet conduit buried depth >=1m first and fill at the bottom of conduit
The needs in portion.The computing formula of first batch of concrete perfusion consumption is as follows:
V≥πD2/4×(H1+H2)+πd2/4×h1
Wherein: V represents the first batch of concrete requirement (m of perfusion3)；
D represents bore diameter (m)；
H1 represents at the bottom of hole to conduit bottom spacing, generally 0.4m；
H2 represents the first buried depth of conduit, H2 >=1.0m；
D represents catheter diameter；
H1 represents when hole inner concrete reaches buried depth H2, outside conduit inner concrete column equilibration conduit
Height (m) needed for (or mud) pressure.
Holing in the construction skill provided according to the present invention, pore-forming effect is notable, do not occur undergauge,
Collapsing the bad phenomenon such as hole, it is accurate that pile foundation can reach I class pile beacon.
Although illustrate and describing the present invention with specific embodiment, but it will be appreciated that
Without departing substantially from may be made that in the case of the spirit and scope of the present invention many other change and repair
Change.It is, therefore, intended that include in the following claims belonging to owning in the scope of the invention
These change and modifications.
Claims (10)
1. drilled pile construction method under a unfavorable geological condition, it is characterised in that comprise the following steps:
In predetermined stake position, soil layer is drilled with construction hole, steel reinforcement cage is set in described construction hole and to described steel
Casting concrete in muscle cage, the method being drilled with described construction hole is: reverse circulation drilling；
The reacting cycle mud that described reverse circulation drilling uses mainly is made up of bentonite and clay, and described
The relative density of reacting cycle mud is 1.06～1.10, viscosity is 18～28Pa s, sand factor 4wt% with
Under, colloidity more than 95%, pH is 8～10.
Drilled pile construction method under unfavorable geological condition the most according to claim 1, its feature exists
In, possibly together with thickening agent in described reacting cycle mud, described thickening agent includes that soda and/or carboxymethyl are fine
Dimension element.
Drilled pile construction method under unfavorable geological condition the most according to claim 1 and 2, it is special
Levy and be, during being drilled with described construction hole, the drill bit of rig and the bottom in described construction hole
Distance is 20～30cm.
Drilled pile construction method under unfavorable geological condition the most according to claim 3, its feature exists
In, in being drilled with described construction hole, when described construction hole reaches projected depth, described drill bit stops
Drilling depth, and described construction hole is carried out the process of clear hole.
Drilled pile construction method under unfavorable geological condition the most according to claim 4, its feature exists
The method processed in, described clear hole is: make the distance bottom described drill bit and described construction hole be
0.5～1.0m, described reacting cycle mud injects from the top in described construction hole, and described rig
Dredge pump continues slag absorbing.
Drilled pile construction method under unfavorable geological condition the most according to claim 1, its feature exists
In, after described steel reinforcement cage is set in described construction hole, in described steel reinforcement cage, pour described coagulation
Before soil, also include: conduit, the bottom of described conduit and described construction are set in described steel reinforcement cage
Distance bottom hole is 300～400mm.
Drilled pile construction method under unfavorable geological condition the most according to claim 6, its feature exists
In, after described conduit is set in described steel reinforcement cage, in described steel reinforcement cage, pour described concrete
Before, also include: utilize described conduit to carry out secondary pile hole cleaning by the way of gaslift.
Drilled pile construction method under unfavorable geological condition the most according to claim 7, its feature exists
In, described secondary pile hole cleaning is: the thickness of the mud formed sediment to described construction inner hole deposition in hole is at below 25cm clearly,
The relative density of the mud that described construction inner hole deposition forms sediment is 1.03～1.10, viscosity is 17～20Pa s, containing sand
Rate is less than 2wt%.
Drilled pile construction method under unfavorable geological condition the most according to claim 1, its feature exists
In, before being drilled with described construction hole, also include: at described stake position, excavate heatable adobe sleeping platform, and at described soil
Casing is installed in hole.
Drilled pile construction method under unfavorable geological condition the most according to claim 9, its feature exists
In, the horizontal range between centrage and the axis of described casing of described stake position is in below 5cm, institute
Stating the axis of the casing gradient relative to vertical direction below 1%, the top of described casing is above Ground
Face 20～30cm.
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107816324A (en) * | 2017-09-30 | 2018-03-20 | 中铁大桥局集团有限公司 | A kind of tiltedly steel-pipe pile borehole cleaning and the construction method and system for reducing sediment thickness |
| CN110821519A (en) * | 2019-10-28 | 2020-02-21 | 中铁十八局集团有限公司 | Construction method of ultra-deep anti-sliding anchor pile retaining wall concrete |
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| CN111691409A (en) * | 2020-06-24 | 2020-09-22 | 中建四局土木工程有限公司 | Slurry dado construction method |
| CN112523222A (en) * | 2020-12-07 | 2021-03-19 | 中国电建集团四川工程有限公司 | Method for pouring concrete into pile hole of deep foundation pit of garbage bin of environment-friendly power plant |
| CN113585993A (en) * | 2021-07-22 | 2021-11-02 | 深圳市工勘岩土集团有限公司 | Drilling and hole-cleaning pile-forming method for super-thick covering layer large-diameter rock-socketed cast-in-place pile |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107816324A (en) * | 2017-09-30 | 2018-03-20 | 中铁大桥局集团有限公司 | A kind of tiltedly steel-pipe pile borehole cleaning and the construction method and system for reducing sediment thickness |
| CN110821519A (en) * | 2019-10-28 | 2020-02-21 | 中铁十八局集团有限公司 | Construction method of ultra-deep anti-sliding anchor pile retaining wall concrete |
| CN111502538A (en) * | 2020-04-26 | 2020-08-07 | 广东省怡合建设有限公司 | Gas lift pore-forming construction method for building construction drilling |
| CN111691409A (en) * | 2020-06-24 | 2020-09-22 | 中建四局土木工程有限公司 | Slurry dado construction method |
| CN112523222A (en) * | 2020-12-07 | 2021-03-19 | 中国电建集团四川工程有限公司 | Method for pouring concrete into pile hole of deep foundation pit of garbage bin of environment-friendly power plant |
| CN113585993A (en) * | 2021-07-22 | 2021-11-02 | 深圳市工勘岩土集团有限公司 | Drilling and hole-cleaning pile-forming method for super-thick covering layer large-diameter rock-socketed cast-in-place pile |
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