CN108301403A - Subway drilling cast-in-place pile construction method - Google Patents
Subway drilling cast-in-place pile construction method Download PDFInfo
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- CN108301403A CN108301403A CN201810008745.0A CN201810008745A CN108301403A CN 108301403 A CN108301403 A CN 108301403A CN 201810008745 A CN201810008745 A CN 201810008745A CN 108301403 A CN108301403 A CN 108301403A
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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
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
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Abstract
The present invention provides a kind of subway drilling cast-in-place pile construction methods, including：Multiple fender piles are arranged in the periphery soil body of stake position in the stake position for determining bored concrete pile；It is formed with extravasating hole on the side wall of casing；First mud pit, the second mud pit and sedimentation basin are set, and 3~5 meters of the second mud pit of sedimentation basin distance, sedimentation basin is connected to extravasating hole by plastic catheter；It prepares mud and is placed in the first mud pit；Mud is sent to casing using the first slush pump；It is drilled down into form fill orifice in the center of stake position；The second slush pump is set in fill orifice, the mud of the sediment carried in fill orifice is drained into sedimentation basin by the second slush pump；Steel reinforcement cage is installed on to the fill orifice of discharge sediment；In installing conduit in the fill orifice for be equipped with steel reinforcement cage；Concrete is provided, concrete is via catheter perfusion in fill orifice.The present invention solves the problems such as subway station building enclosure is poor there are hole quality using conventional bored pile construction method.
Description
Technical field
The present invention relates to technical field of building construction, and in particular to a kind of subway drilling cast-in-place pile construction method.
Background technology
When subway station building enclosure uses cast-in-situ bored pile, the pore-forming difficulty in poor strata is big, and due to drilling
Stake belongs to concealed work in construction, and quality control difficulty is high.That there are hole qualities is poor for conventional drilled pile construction method, constructs
The low problem of efficiency.
Invention content
To overcome the defects of present in the prior art, a kind of subway drilling cast-in-place pile construction method is now provided, to solve ground
At iron car station, building enclosure has that hole quality is poor, low construction efficiency using conventional bored pile construction method.
To achieve the above object, a kind of subway drilling cast-in-place pile construction method is provided, is included the following steps：
Multiple fender piles are arranged in the periphery soil body of the stake position in the stake position for determining bored concrete pile；
In burying casing on the stake position, extravasating hole is formed on the side wall of the casing；
The first mud pit, the second mud pit and sedimentation basin, the sedimentation basin are set in the side of the casing and are connected to institute
The second mud pit is stated, the sedimentation basin is connected to the extravasating hole by pump line；
It prepares mud and is placed in first mud pit；
The first slush pump is set in first mud pit, is sent the mud to described using first slush pump
In casing；
It is sent to the casing in the mud, is drilled down into form fill orifice in the center of the stake position；
Second slush pump is set in the fill orifice, is sent the mud in the fill orifice using second slush pump
To in the sedimentation basin so that the mud carries the sediment in the fill orifice and drains into the sedimentation basin, carries described
The mud of sediment is flow to after being precipitated in the sedimentation basin in second mud pit；
The steel reinforcement cage is simultaneously installed in the fill orifice after the sediment is discharged by the steel reinforcement cage of making bored concrete pile；
In installing conduit in the fill orifice for being equipped with the steel reinforcement cage；
Concrete is provided, the concrete is via the catheter perfusion in the fill orifice.
Further, the proportion of the mud is 1.15g/cm3~1.25g/cm3。
Further, during the center of the stake position is drilled down into, the boring mud sample in the fill orifice fished for,
The proportion for differentiating great soil group according to soil layer geology and the boring mud sample, checking the proportion of the mud and adjusting the mud.
Further, rubber-plastic sponge is wrapped up at the top of the main reinforcement of the steel reinforcement cage, reduces the concrete to the steel
The top of the main reinforcement of muscle cage bonds effect.
Further, the head height of 1m~1.5m is kept in the casing.
Further, during the center of the stake position is drilled down into, control mud described in the fill orifice to
Under flow velocity be less than or equal to 12m/min.
Further, after second slush pump is set in the fill orifice, the drill bit of the drilling machine is improved simultaneously empty
Turn so that the sediment is suspended in the mud and is drained into the sedimentation basin by second slush pump.
Further, before the concrete is via the catheter perfusion in the fill orifice, slush pump is provided, institute
It states slush pump and the sediment in the fill orifice is discharged by the fill orifice by the conduit.
Further, it is sent to the casing in the mud, tackifier is spread into the fill orifice to improve the filling
The viscosity and relative density of the mud in orifice.
Further, after the concrete in being poured into the fill orifice consolidates and to form bored concrete pile, the filling is examined
Note pile integrity.
The beneficial effects of the present invention are the cast-in-situ bored pile used in subway drilling cast-in-place pile construction method of the invention is set
It is standby small thus relatively easy with technique, the advantages of construction is not limited by place, when construction drilling machine to existing equipment around and
Effect on building is small；By the way that fender pile is arranged on the periphery of casing, it is ensured that fill orifice not collapse hole, the not shrinkage cavity of formation is crept into,
Ensure hole quality；By the way that sedimentation basin, mud pit is arranged and in the extravasating hole formed on casing, the first slush pump, the are utilized
Two slush pumps, sedimentation basin, mud pit and extravasating hole form the mud circulating system of drilling construction effectively by sediment in fill orifice
It cleans out so as to concreting, and then the pile body molding effect of bored concrete pile is good, mud can recycle, and reduce construction
Cost increases economic benefit.
Description of the drawings
Fig. 1 is the flow chart of subway drilling cast-in-place pile construction method of the present invention.
Fig. 2 to Figure 11 is the schematic diagram of subway drilling cast-in-place pile construction method of the present invention.
Specific implementation mode
Illustrate that embodiments of the present invention, those skilled in the art can be by this specification below by way of specific specific example
Disclosed content understands other advantages and effect of the present invention easily.The present invention can also pass through in addition different specific realities
The mode of applying is embodied or practiced, the various details in this specification can also be based on different viewpoints with application, without departing from
Various modifications or alterations are carried out under spirit of the invention.
Shown in Figure 11, Fig. 1 is flow chart, Fig. 2 to Figure 11 of subway drilling cast-in-place pile construction method of the present invention
For the schematic diagram of subway drilling cast-in-place pile construction method of the present invention, the present invention provides a kind of subway drilling filling pile construction sides
Method includes the following steps：
S1：Multiple fender piles 1 are arranged in the periphery soil body of stake position in the stake position for determining bored concrete pile.
In conjunction with shown in Fig. 1, Fig. 2 and Fig. 3, in the present embodiment, the building enclosure of subway station is fender post.Fender post is adopted
It is constructed to form bored concrete pile with drill-pouring.
The stake position of bored concrete pile, and the soil of the peripheral distance stake position 900mm in stake position are determined using total powerstation scene unwrapping wire
Four fender piles 1 are set in body 8, and carry out the axis markers of stake position.Four fender piles 1 are symmetrical arranged or spaced set.
The reserved space of 100mm is reserved between the stake position of bored concrete pile and structure outer, reserved space is waterproof layer.
And to consider the deviation of stake position, the deviation of verticality, the deflection of pile body and construction error etc., in applying for bored concrete pile
During work unwrapping wire, than putting 50mm outside the size of existing design stake position.
S2：In burying casing 2 on stake position, extravasating hole 21 is formed on the side wall of casing 2.
In conjunction with shown in Fig. 1 and Fig. 3, confirm that the axis of stake position is correct through review before construction, while excavated by manual work test pit
Road surface can be chiselled, remove obstacles and bury when confirmation is embedded in underground without pipeline by whether being embedded with pipeline below the stake position of detection bored concrete pile
Casing 2.After construction lofting, test pit must be dug to undisturbed soil.Can be backfilled after technical staff and legal periodical inspections it is closely knit,
Unwrapping wire positions again before formal machine drilling.
The long casing construction of use of bored concrete pile, casing 2 need to be embedded to people's air defense and the following soil body 0.5m of heating power pipe trench.
Casing 2 uses the steel plate processing and fabricating of 6mm thickness.The internal diameter of casing 2 is more than the diameter 10cm of the drill bit of drilling machine 3.Shield
The depth of burying of cylinder 2 is 1.5~2.5m, and the top surface of casing 2 is higher by construction site original ground 25cm, should also meet mud face in hole
Requirement for height, casing 2 stretch out construction site original ground part side on offer 1~3 extravasating hole 21.Casing 2 four
It clogs clay week and is layered and ram densification reality.The embedded of casing 2 is carried out using the method pressurizeed and hammered, and is buried accurate, stable.Shield
The deviation at the center of cylinder 2 and the center of stake position is less than or equal to 50mm, ensures the work well along vertical direction of drilling machine 3.Fender pile 1 can
Store mud, make its be higher by level of ground water and protect soil layer at the top of 1 hole of stake not reason drilling machine 3 drilling rod repeatedly oscilaltion,
The fuselage shaking of drilling machine 3 and lead to the hole that collapses.
As a kind of preferable embodiment, the head height of 1m~1.5m is kept in casing 2.
After the completion of drill-pouring pours, 2 indwelling of casing is in the periphery soil body of bored concrete pile.
S3：Drilling machine 3 is set in the top of casing 2, makes the center of 3 align piles position of drilling machine.
As shown in figure 3, in the present embodiment, drilling machine 3 is rotary drilling rig 3.Rotary drilling rig 3 is set to the top of casing 2, is revolved
The chassis for digging drilling machine is telescopic automatic leveling device, and has instrument accurately to show electronical reading in operating room, when drilling machine 3
When the central cross line of drill bit align piles position, each item data can lock, and not need to adjust again, control errors are in 1cm.Work as brill
Behind the simultaneously center of align piles position in place of machine 3, it should ensure that the pedestal of drilling machine 3 is smooth, firm, to ensure drilling machine 3 in drilling process
Not run-off the straight and displacement.
S4：First mud pit 41, the second mud pit and sedimentation basin 42 are set, sedimentation basin 42 is connected to the first mud pit 41,
Sedimentation basin is connected to extravasating hole 21 by pump line.About 3~5 meters of the first mud pit of sedimentation basin distance.
In conjunction with shown in Fig. 1 and Fig. 4, first mud pit 41 and sedimentation basin 42 are set on the side of casing 2.Second mud pit and
Sedimentation basin 42 is set on ground, and the second mud pit is for conveying mud into casing.One is excavated in the ground beside casing
First mud pit 41.There is first groove connection between second mud pit and sedimentation basin 42.Mud is from casing 2 in casting process
Extravasating hole 21 is discharged to sedimentation basin 42 by pump line (not shown in Fig. 5), to reduce contaminated sites.
S5：It prepares mud and is placed in the second mud pit.
Referring to figure 1 and figure 5, the mud used when using drilling machine pore-forming is made of tonerde (bentonite).
Original soil pulping can be used when drilling machine is crept into argillic horizon.During drilling machine is drilled down into, according to the difference of the soil property of drilling,
Control the proportion of mud.The indexs such as mud balance, viscosity, sand factor and colloidity are often measured in drilling process.
As a kind of preferable embodiment, the proportion of the mud of preparation is 1.15g/cm3~1.25g/cm3。
Determine that the size of the second mud pit and sedimentation basin 42, slurrying ability should be big according to the design hole depth of bored concrete pile
Mud demand when drilling machine 3 drills downwards, the mud storage level of every rotary drilling rig should be no less than single pile volume, i.e., not small
In 28m3。
S6：In conjunction with shown in Fig. 1 and Fig. 6, the first slush pump 43 is set between the first mud pit 41 and casing 2, utilizes
One slush pump 43 send mud to casing 2.
S7：It is sent to casing 2 in mud, drilling machine 3 is drilled down into form fill orifice 5.
In conjunction with shown in Fig. 1 and Fig. 7,
Accomplish when 3 trepanning of drilling machine steady, accurate, slow.The speed that drilling machine 3 is crept into is according to Seines types, pore size, drilling depth
And stock volume determines.
When drilling construction, the mud after being overflowed via the extravasating hole 21 of casing 2 flows to sedimentation basin 42 along pump line.It is precipitating
In pond 42 after precipitation, mud drains into the second mud pit along first groove used with borehole cleaning so that drilling machine 3 is drilled down into again.
Mud forms the mud circulating system of drilling construction through precipitation cycle.
When drilling machine starts drilling, first light pressure slow-speed it should be gradually increased rotating speed after drill bit normal work.
As found, geological condition is not inconsistent with former drilling data in work progress, notifies the units such as design, management timely immediately
Processing.
Drilling machine 3 be drilled into bored concrete pile projected depth formed fill orifice 5, fill orifice 5 be mainly used for install steel reinforcement cage, pour it is mixed
Solidifying soil consolidation forms bored concrete pile.
As a kind of preferable embodiment, during drilling machine 3 is drilled down into, the fill orifice 5 being drilled to fished for
In boring mud sample, the proportion that great soil group is differentiated according to soil layer geology and boring mud sample, the proportion of mud is checked and adjusts mud.Specifically
, during drilling machine 3 is drilled down into, according to the soil layer geologic column crept into the hole formed and fish for the boring mud in hole
Sample differentiates that great soil group, drilling machine 3 often creep into 2m, and the mud index in inspection hole simultaneously adjusts mud balance in time, prevents the hole that collapses.
In boring procedure, drilling machine 3 often creeps into 3m~5m and checks one-step pore-creating quality, close to the hole depth of the fill orifice 5 of design
When, accurately control the drilling depth of drilling machine 3.
In drilling process, the verticality of stake should be detected, corrected at any time, and detection uses drilling rod skew back method.
The native minimum range away from stake holes mouth that drilling bucket is poured out should be greater than or be equal to 5m, and is transported to dregs with loading machine in time and deposits
Put area.
As a kind of preferable embodiment, during drilling machine 3 is drilled down into, it is downward to control mud in fill orifice 5
Flow velocity be less than or equal to 12m/min.
Specifically, controlling the flow velocity of pump conveying mud by controlling the rotating speed of pump.
According to the geological condition that drilling machine 3 is crept into, tackifier should be mixed in the soil layer for easy ting produce slurry penetration and improve mud
Viscosity and relative density are starched, to maintain hole wall to stablize.Tackifier are sawdust.
S8：The second slush pump 44 is arranged in first time borehole cleaning in fill orifice 5, will be in fill orifice 5 using the second slush pump 44
Mud send into sedimentation basin 42 so that mud carry fill orifice 5 in sediment drain into sedimentation basin 42, carry the mud of sediment
It starches and is precipitated in heel row to the second mud pit in sedimentation basin 42.
In conjunction with shown in Fig. 1 and Fig. 8, mud is constantly replaced during borehole cleaning, until pouring underwater concrete.
Detailed borehole log is carried out in 3 downward boring procedure of drilling machine.
After drilling machine 3 is drilled into the projected depth formation fill orifice 5 of bored concrete pile, the hole depth of fill orifice 5 is measured using lining rope, is met
First time borehole cleaning work is carried out after it is required that again.
First time borehole cleaning uses direct circulation method using the second slush pump 44, the second slush pump 44 are arranged in plug hole 5
It carries out changing slurry cleaning fill orifice 5.
Specific practice is：First by the drill bit of drilling machine 3 (not shown in Fig. 8) raising and the not drilling depth that dallies, drilling machine 3 is made to creep into
The sediment of generation is suspended in the mud in fill orifice 5, then opens the first slush pump 43 and the second slush pump 44 simultaneously, from the
New mud is sent into fill orifice 5 in two mud pits, the mud for carrying sediment is discharged into sedimentation basin 42 by the second slush pump 44
In, the mud that the part in fill orifice 5 carries sediment is discharged into sedimentation basin 42 via extravasating hole 21, the mud after sedimentation basin precipitates
Slurry is pumped into the second mud pit, and iterative cycles are no less than 30 minutes.Then hammer grab bucket is slowly put into bottom hole, catches fill orifice
Bottom hole sediment, after borehole cleaning ensure fill orifice 5 bottom hole sediment thickness be not more than 50mm.Meanwhile constantly detection fills
The index of the mud of the bottom hole of orifice 5, until after the mud index (such as proportion) of the mud of bottom hole reaches standard requirement, it can
Stop first time borehole cleaning.
In fill orifice 5 before concrete perfusion, the thickness of the sediment of the bottom hole of repetition measurement fill orifice 5, such as sediment thickness again
More than code requirement, water jetting at high pressure can be carried out to the bottom hole of fill orifice 5 before concrete perfusion or dried several minutes, keep sediment outstanding
After floating, concrete perfusion immediately.
The gravity test of mud in fill orifice 5 can be measured with specific gravity of mud meter.
Colloidity is the performance that grogs keeps suspended state in mud, and 100mL mud can be poured into 100mL's by assay method
It in measuring cup, is covered with sheet glass, after standing for 24 hours, measuring cup top mud may be clarified as water, its volume is as being 5mL when measurement, then
Colloidity is 100-5=95, as 95%.
Sand content can be measured with sand containing rate meter, when measurement, mud 50mL is poured into sand containing rate meter, then pours clear water into again,
It is 500mL to make total volume, and instrument mouth is stoppered and shakes 1min, mud is made to be uniformly mixed with water.3min is put by instrument vertical is quiet again,
It is exactly sand factor that the volume of instrument lower end sediment multiplies 2 (by being read on instrument calibration).Percentage of water loss can be measured with filter paper method.Soda acid
Degree is that the detection of pH value uses colorimetric method for determining, takes a PH test paper to be placed on mud face, is taken out after 0.5s and standard color
It compares, you can read pH value.
After in first time, borehole cleaning reaches requirement, since steel reinforcement cage 6 to be placed and conduit 7 prepare cast underwater concrete, this
The gap of section time is longer, and the bottom hole of fill orifice 5 will produce new quarrel again, so after the steel reinforcement cage 6 and conduit 7 placed are ready,
Conduit 7 is recycled to carry out second of borehole cleaning.
Borehole cleaning standard is that hole depth reaches design requirement, and hole bottom slurry density is less than 1.25, and the heavy quarrel thickness of repetition measurement meets design
It is required that even if borehole cleaning is completed at this time, cast underwater concrete work is carried out immediately.
S9：Manufacture the steel reinforcement cage 6 of bored concrete pile and by steel reinforcement cage 6 be installed on discharge sediment after fill orifice 5 in.
In conjunction with shown in Fig. 1 and Fig. 9, steel reinforcement cage 6 completes in steel processing workshop in advance, and steel reinforcement cage 6, which makes to use, to be added
The strong stirrup method of forming.
The main reinforcement of steel reinforcement cage 6：Often section 6 main reinforcement of steel reinforcement cage when main reinforcement blanking, is paid attention in connector using straight screw sleeve connection
In section length (35d, and be not less than 500mm), the steel bar stress in connector section is configured, the area of section of connector is maximum
Percentage must not exceed 50%, and main reinforcement is mechanically connected on place and connects in advance.Main reinforcement encrypted area is under the 1st reinforcing rib
Within the scope of 1000mm to the above 1500mm of cage bottom.
Reinforce stirrup：In 6 stake top position of steel reinforcement cage and main reinforcement encrypted area end, respectively stirrup (interval 1m) is reinforced in setting together,
Other positions press interval 2m arrangements.And at least it is closed one circle of closing in 6 bottom of steel reinforcement cage.
Tie hoop：Tie hoop is arranged from stake top location interval 150mm, and need to be carried out in bracing members and foundation pit bottom position
Encryption.
Ear muscle makes：The protective layer thickness of framework of steel reinforcement is with welded reinforcement " ear "." ear " uses reinforcement fabrication.It is arranged close
Degree is often circumferentially evenly arranged (4) together by vertically being set together every 2m.
Production method：The main reinforcement of steel reinforcement cage 6 process after on smooth workbench, sizing stirrup fixed first,
The position that main reinforcement is marked on sizing stirrup, adjusts the verticality of sizing stirrup and main reinforcement, then spot welding.It is welded in a main reinforcement
After good whole reinforcing rib, skeleton is rotated, remaining main reinforcement is welded by root according to upper method, then rolled skeleton and be put on holder, be inserted in
Tie hoop, and connected using binding with main reinforcement, finally weld spacer bar (earrings).
As a kind of preferable embodiment, in order to reduce the shadow that conventional method abolishes pile crown to pile integrality and main reinforcement
It rings, in the above upper rubber-plastic sponge of main reinforcement set of design stake top elevation location, both ends tighten, and reduce the above faulty concrete of stake top to master
Muscle bonds effect.This is a kind of new process used by later stage pile crown is cut, in this way in stake top position hand drill and stake axis
Line is vertical, and in the wedge fitting openings of negative direction effect, pile crown is vertically completely separated.
The installation of inclinometer pipe together by the open circles steel-pipe welding of certain length forms equilateral triangle and uniformly binds
On steel reinforcement cage 6.
Steel reinforcement cage 6 is stored：The steel reinforcement cage 6 made must necessarily be placed on smooth, dry place.It is each to reinforce when storage
Contour flitch is all padded in muscle and ground contact position, in order to avoid it is stained with soil.It, need to be to steel due to there is the steel reinforcement cage 6 of 5 kinds of different models
Muscle cage 6 is stored classifiedly, and carries out Sign Board；Each segment of every group of skeleton will sequence order, and mark is carried out on steel reinforcement cage 6
Number, entrucking transports in order when being easy to use.Storage skeleton is also noted that rain-proof, moisture-proof, covering in time.
Steel reinforcement cage 6 transports：Steel reinforcement cage means of transport uses a flatcar, and adds bracket on flatcar.When 6 entrucking of steel reinforcement cage
Ensure to set supporting-point at each reinforcing rib, each point height that supports is equal, to ensure its planform, prevents from deforming.
Hanging for borehole filling pile cage of reinforcement 6 is in place using autocrane lifting, drilling cramp cooperation.
Steel reinforcement cage 6 must be noted that non-homogeneous arrangement of reinforcement steel reinforcement cage 6 lifts direction position when lifting correct；It is first noted that not hitting hole
Wall prevents the hole that collapses, and prevents from bringing the sundries such as soil in hole into.It is indeformable when in order to ensure skeleton lifting, it is risen using two suspension centres
It hangs.First suspension centre is located at the lower part of skeleton, and the second suspension centre is located at the midpoint of backbone length between two-third point.When lifting, first
The first suspension centre is carried, skeleton is made slightly to lift, then is lifted by crane simultaneously with the second suspension centre.After skeleton leaves ground, the first suspension centre stops
It hangs, continues to lift up the second suspension centre.As the second suspension centre constantly rises, slowly loosen the first suspension centre, until skeleton is vertical with face, stops
Only lift by crane.The first suspension centre is released, checks whether skeleton is straight.After skeleton enters aperture, its righting should be declined slowly, forbidden
Pendulum impact hole wall.When skeleton drops to the muscle of putting more energy near the second suspension centre close to aperture, is passed through and put more energy into shaped steel or the lumps of wood
Suspension hook is moved to skeleton upper end, steel reinforcement cage 6 is sling by the lower section of muscle by skeleton temporary support in aperture, takes out temporary support,
Continue to drop at the last one stirrup of skeleton, whole skeletons is made to be down to designed elevation position.
Steel reinforcement cage 6 should accurately be fixedly positioning, center plane location deviation be not more than 10cm, bottom surface height variation no more than+
10cm；Skeleton topmost through crosscheck it is errorless after weld positioning bar again with prevent steel reinforcement cage 6 float.Then in spacer bar bone
The top on frame top hangs circle and is inserted into two parallel channel steels or I-steel below, by entire locating framework rest in hole wall top.Two
The clear distance of I-steel or channel steel should be greater than catheter outer diameter 30cm.
S10：In installation conduit 7 in the fill orifice 5 for being equipped with steel reinforcement cage 6.
In conjunction with shown in Fig. 1 and Figure 10, conduit 7 is made of the steel pipe of diameter 300mm, wall thickness 5mm, the long 2.5m of middle node,
Coxopodite a length of 4m uses 1m short tubes under funnel (not shown in Figure 10), is connected by pipe end crin button, flange bolt, rubber is used in joint
Rubber sealing waterproof.Conduit 7 must carry out examination assembly, pressure testing before, and water pressure testing power takes 0.6MPa~1.0MPa；And water need to be passed through
Tightness test and cross ball test, be then pressed into hole sequence section by section number and demarcate cumulative length.7 bottom of conduit is to bored concrete pile 5
The distance of bottom hole is preferably 300mm~500mm.
When lifting, conduit 7 is directed at the center of fill orifice 5, and the tube coupling length of the conduit 7 calculated according to piping is pacified steadily section by section
It puts, carries out the installation record of conduit 7, prevent card from hanging on steel reinforcement cage 6, and lifting experiment is carried out before pouring into a mould concrete.
Wrapping up the top pipe of conduit 7 with clean woven bag after each filling concrete is finished and must be cleaned at once ensures to lead
7 inner wall smooth of pipe is smoother, and screw thread surface is clean.The conduit 7 deformed because usage time is long, worn should reject.
S11：Concrete is provided, concrete is poured into via conduit 7 in fill orifice 5.
In conjunction with shown in Fig. 1 and Figure 11, bored concrete pile is irrigated using C30 concrete, after concrete is marched into the arena, running check
The slump and molding temperature of concrete, and test block is made as requested, it is desirable that same match ratio per tour is no less than 1 group and every 5
Pile is no less than 1 group.
It is applied for checking and examination by site supervision, borehole cleaning, which meets, carries out concrete construction after code requirement, and whens underwater gliders is each
Work post must be uniformly coordinated, close fit.
When perfusion, the first batch of concrete that conduit pours into is first passed through, the quantity of first batch of concrete makes first batch of coagulation by calculating
Soil has certain impact energy, mud can be discharged from conduit, and the embedment of conduit bottom end can be discharged from conduit first batch of
In concrete.
The first batch of concrete being discharged from conduit, which must satisfy, buries conduit not less than 0.8m, and what is be discharged from conduit is first batch of
Side's amount of concrete is not less than 1.5m3。
Conduit uses concrete water proof bolt, water proof bolt to be suspended in mouth under coagulation soil hopper with iron wire in advance, when concrete fills
After full funnel, iron wire is cut, so that the casting area of concrete is gradually increasing using the pressure of conduit inner concrete, concrete pours
It should be carried out continuously, must not interrupt.
The depth bounds that conduit is embedded in concrete are 2m~6m.Forbid conduit proposing the concrete liquid being discharged from conduit
Face, and should control and promote conduit speed, pipe speed will be torn open and want fast, anti-plug is put down gently slowly by promoting conduit.It is noted that keeping conduit always
Positioned at the center of fill orifice 5, prevent card from hanging on steel reinforcement cage 6.
When catheter clip extension steel reinforcement cage 6 such as occurs, rotatable conduit is moved on in hole after so that conduit is disengaged steel reinforcement cage 6 and is further continued for
It is promoted.
At the end of pouring nearly, since conduit inner concrete pillar height degree reduces, over pressure reduces, and the mud outside conduit
Consistency increases, and proportion increases, it may appear that at this moment the phenomenon of concrete lift-up difficulty can be perfused in water filling dilution in fill orifice 5
Mud.Finally perfusion is completed to pay attention to referring to anti-shake slowly when tube drawing, to ensure inner concrete compactness.
The main reinforcement that steel reinforcement cage 6 exposes design of pile top absolute altitude extends to Guan Liang top, and cast absolute altitude should be higher by than designed elevation
500mm.Before pouring into a mould Guan Liang, it is necessary to cut the extra concrete of stake top, remove the residue, surface dust and ponding on surface；Cut laitance
Stake top concrete grade afterwards must satisfy design requirement.
As a kind of preferable embodiment, in fill orifice 5 before concrete perfusion, second of borehole cleaning is carried out.
Under specifically, after complete steel reinforcement cage 6, before concrete is via catheter perfusion in fill orifice 5, fill orifice 5 is checked
Bottom hole sediment weight, if sediment weight be more than code requirement, then should utilize conduit progress secondary pile hole cleaning.Second of borehole cleaning is with sky
Gas lift liquid method for discharging residue or slush pump crossover-circulating type method.This method is to use slush pump or air compressor machine, and adapting pipe is had on conduit, it
Without special installation, can be used in any construction method.The sediment of the bottom hole of fill orifice 5 is utilized into slush pump or air compressor machine
It is sucked out and is discharged into sedimentation basin 42 from the bottom hole of fill orifice 5 by the conduit.
S12：The concrete being poured into fill orifice 5 consolidates to form bored concrete pile, examines perfusion pile integrity.
Before the Guan Liang construction at the top of bored concrete pile, pile integrity detection need to be carried out to bored concrete pile, testing requirements are as follows：
1. the detection of bored concrete pile examines pile body integrity, amount detection to be no less than total amount of pile using low-strain dynamic measure method
20%, and 10 must not be less than；
2. when the pile defect judged according to low-strain dynamic measure method may influence the horizontal bearing capacity of bored concrete pile, should use
Core drilling method supplement detection, amount detection is no less than the 2% of total amount of pile, and must not be less than 3.
3. using static test, pile testing method is using maintained load test (ML-test) at a slow speed.Test pile uses engineering pile nondestructive test.
4. test pile quantity is no less than 3 under identical conditions, and more than the 1% of total amount of pile, and organizes to check and accept, practical pole is determined
Bearing capacity is limited, it, can large-area construction after qualified with test design value.
5. after test pile, surveying and drawing actual piling foundation plan, pile measurement report is submitted, approving through designing unit can carry out
Remaining pile foundation construction.
6. single pile static load compression test loading maximum value 8496kN；Vertical bearing capacity of single pile characteristic value 4348kN.
Cast-in-situ bored pile equipment used in the subway drilling cast-in-place pile construction method of the present invention is small, thus opposite with technique
Simply, construction the advantages of not limited by place, drilling machine is small to around existing equipment and effect on building when construction；By protecting
Fender pile is arranged in the periphery of cylinder, it is ensured that creeps into fill orifice not collapse hole, the not shrinkage cavity of formation, it is ensured that hole quality；Pass through setting
Sedimentation basin, mud pit and in the extravasating hole formed on casing, utilize the first slush pump, the second slush pump, sedimentation basin, mud pit
The mud circulating system that drilling construction is formed with extravasating hole effectively cleans out sediment in fill orifice so as to concreting,
And then the pile body molding effect of bored concrete pile is good, mud can recycle, and reduce construction cost, increase economic benefit.
It should be noted that structure, ratio, size etc. depicted in this specification institute accompanying drawings, only coordinating
The bright revealed content of book is not limited to the enforceable limit of the present invention so that those skilled in the art understands and reads
Fixed condition, therefore do not have technical essential meaning, the modification of any structure, the change of proportionate relationship or the adjustment of size, not
It influences under the effect of present invention can be generated and the purpose that can reach, should all still fall and be obtained in disclosed technology contents
In the range of capable of covering.Meanwhile it is cited such as "upper", "lower", "left", "right", " centre " and " one " in this specification
Term is merely convenient to being illustrated for narration, rather than to limit the scope of the invention, the change of relativeness or tune
It is whole, in the case where changing technology contents without essence, when being also considered as the enforceable scope of the present invention.
The present invention has been described in detail with reference to the accompanying drawings, those skilled in the art can be according to upper
It states and bright many variations example is made to the present invention.Thus, certain details in embodiment should not constitute limitation of the invention, this
Invention will be using the range that the appended claims define as protection domain.
Claims (10)
1. a kind of subway drilling cast-in-place pile construction method, which is characterized in that include the following steps：
Multiple fender piles are arranged in the periphery soil body of the stake position in the stake position for determining bored concrete pile；
In burying casing on the stake position, extravasating hole is formed on the side wall of the casing；
The first mud pit, the second mud pit and sedimentation basin be set in the side of the casing, the sedimentation basin is connected to described the
Two mud pits, the sedimentation basin are connected to the extravasating hole by pump line；
It prepares mud and is placed in first mud pit；
The first slush pump is set in first mud pit, is sent the mud to the casing using first slush pump
It is interior；
It is sent to the casing in the mud, is drilled down into form fill orifice in the center of the stake position；
Second slush pump is set in the fill orifice, is sent the mud in the fill orifice to institute using second slush pump
It states in sedimentation basin so that the mud carries the sediment in the fill orifice and drains into the sedimentation basin, carries the sediment
The mud precipitated in the sedimentation basin after flow in second mud pit；
The steel reinforcement cage is simultaneously installed in the fill orifice after the sediment is discharged by the steel reinforcement cage of making bored concrete pile；
In installing conduit in the fill orifice for being equipped with the steel reinforcement cage；
Concrete is provided, the concrete is via the catheter perfusion in the fill orifice.
2. subway drilling cast-in-place pile construction method according to claim 1, which is characterized in that the proportion of the mud is
1.15g/cm3~1.25g/cm3。
3. subway drilling cast-in-place pile construction method according to claim 1, which is characterized in that in the stake position center to
During lower drilling, the boring mud sample in the fill orifice fished for differentiates great soil group, inspection according to soil layer geology and the boring mud sample
It looks into the proportion of the mud and adjusts the proportion of the mud.
4. subway drilling cast-in-place pile construction method according to claim 1, which is characterized in that in the main reinforcement of the steel reinforcement cage
Top wrap up rubber-plastic sponge, reduce the concrete and effect bonded to the top of the main reinforcement of the steel reinforcement cage.
5. subway drilling cast-in-place pile construction method according to claim 1, which is characterized in that the interior holding 1m of the casing~
The head height of 1.5m.
6. subway drilling cast-in-place pile construction method according to claim 1, which is characterized in that in the stake position center to
During lower drilling, controls the flow velocity that mud is downward described in the fill orifice and be less than or equal to 12m/min.
7. subway drilling cast-in-place pile construction method according to claim 1, which is characterized in that be arranged in the fill orifice
After second slush pump, the drill bit of the drilling machine is improved and dallied so that the sediment is suspended in the mud and leads to
Second slush pump is crossed to drain into the sedimentation basin.
8. subway drilling cast-in-place pile construction method according to claim 1, which is characterized in that in the concrete via institute
Before catheter perfusion is stated in the fill orifice, slush pump is provided, the slush pump will be in the fill orifice by the conduit
Sediment the fill orifice is discharged.
9. subway drilling cast-in-place pile construction method according to claim 1, which is characterized in that sent to described in the mud
After casing, tackifier are spread into the fill orifice to improve the viscosity and relative density of the mud in the fill orifice.
10. subway drilling cast-in-place pile construction method according to claim 1, which is characterized in that be poured into the perfusion
The concrete in hole consolidates to form bored concrete pile after, examine the integrality of the bored concrete pile.
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| CN201810008745.0A CN108301403A (en) | 2018-01-04 | 2018-01-04 | Subway drilling cast-in-place pile construction method |
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| CN109837887A (en) * | 2019-02-28 | 2019-06-04 | 中建四局第三建筑工程有限公司 | A kind of high back filled region churning driven method for rapidly positioning |
| CN109853531A (en) * | 2019-03-19 | 2019-06-07 | 浙江九华环境建设有限公司 | A kind of pile foundation construction process of cast-in-situ bored pile |
| CN111560950A (en) * | 2020-04-20 | 2020-08-21 | 中铁十二局集团有限公司 | Pile hole forming method for cast-in-place pile |
| CN113073638A (en) * | 2021-04-09 | 2021-07-06 | 安徽浩月建设工程有限公司 | Slag-slurry separation construction method for cast-in-situ bored pile |
| CN115125941A (en) * | 2022-08-09 | 2022-09-30 | 中建七局(上海)有限公司 | Rotary digging pile supporting structure and rotary digging pile construction process thereof |
| CN115787627A (en) * | 2022-12-21 | 2023-03-14 | 浙江广川工程咨询有限公司 | Construction method for manually driving cast-in-place pile |
| CN117145410A (en) * | 2023-11-01 | 2023-12-01 | 湖南路桥建设集团有限责任公司 | Reverse circulation bored pile construction device and construction method |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109837887A (en) * | 2019-02-28 | 2019-06-04 | 中建四局第三建筑工程有限公司 | A kind of high back filled region churning driven method for rapidly positioning |
| CN109853531A (en) * | 2019-03-19 | 2019-06-07 | 浙江九华环境建设有限公司 | A kind of pile foundation construction process of cast-in-situ bored pile |
| CN111560950A (en) * | 2020-04-20 | 2020-08-21 | 中铁十二局集团有限公司 | Pile hole forming method for cast-in-place pile |
| CN113073638A (en) * | 2021-04-09 | 2021-07-06 | 安徽浩月建设工程有限公司 | Slag-slurry separation construction method for cast-in-situ bored pile |
| CN115125941A (en) * | 2022-08-09 | 2022-09-30 | 中建七局(上海)有限公司 | Rotary digging pile supporting structure and rotary digging pile construction process thereof |
| CN115787627A (en) * | 2022-12-21 | 2023-03-14 | 浙江广川工程咨询有限公司 | Construction method for manually driving cast-in-place pile |
| CN117145410A (en) * | 2023-11-01 | 2023-12-01 | 湖南路桥建设集团有限责任公司 | Reverse circulation bored pile construction device and construction method |
| CN117145410B (en) * | 2023-11-01 | 2024-02-09 | 湖南路桥建设集团有限责任公司 | Reverse circulation bored pile construction device |
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