CN106284313B

CN106284313B - Long spire based on circulating mud retaining wall is squeezed into rock filling pile construction method

Info

Publication number: CN106284313B
Application number: CN201610728902.6A
Authority: CN
Inventors: 庄金; 敖文; 庄春
Original assignee: SHAANXI ZHUANGXIN CONSTRUCTION ENGINEERING CO LTD
Current assignee: Beijing Tieke construction engineering Technology Development Company; Shaanxi Zhuangxin Construction Engineering Co.,Ltd.; China Academy of Railway Sciences Corp Ltd CARS; Railway Engineering Research Institute of CARS; China Railway Economic and Planning Research Institute
Priority date: 2016-08-25
Filing date: 2016-08-25
Publication date: 2017-09-22
Anticipated expiration: 2036-08-25
Also published as: CN106284313A

Abstract

Rock filling pile construction method, including step are squeezed into the invention discloses a kind of long spire based on circulating mud retaining wall：First, shield-tube embedment and mud circulating system are set：Mud circulating system includes pulp storage tank and mud pumping device, and casing top is provided with extravasating hole；2nd, drilling and forming hole；3rd, drilling rod lifting and high pressure pouring mud off：It is lifted up drilling rod, and using mud pumping device and by drilling rod from the bottom hole continuous pouring slurry coat method into drilling from the bottom to top；4th, steel reinforcement cage is transferred；5th, underwater gliders and slurry coat method are reclaimed, and the slurry coat method discharged by extravasating hole are recycled into pulp storage tank standby.Step of the present invention is simple, realizing convenient and hole quality, high, construction effect is good, energy is easy, be rapidly completed long spire is squeezed into rock filling pile work progress, in high pressure pouring mode from bottom hole by upper supreme perfusion slurry coat method, can not only effective retaining wall, and energy retaining hole bottom is cleaned, without sediment, uses slurry coat method to recycle.

Description

Long spire based on circulating mud retaining wall is squeezed into rock filling pile construction method

Technical field

The invention belongs to foundation basic construction technical field, more particularly, to a kind of long spire based on circulating mud retaining wall It is squeezed into rock filling pile construction method.

Background technology

At present, in the foundation engineerings such as building, water conservancy, highway, long spire pore-creating filling pile so that its speed is fast, noise is low, It is used widely without mud off, the low advantage of construction cost.But, existing common long spire pore-creating filling pile is present Following defect and deficiency：Firstth, restricted application, can only be applicable in cohesive soil, silt, the soil layer such as banket, closely knit running into When sand-pebble layer or major diameter boulder bed, then creep into difficult or can not creep into；Thus, the soil of existing long spire pore-creating filling pile Layer adaptability is not enough, and some areas can not be used；Secondth, existing long spire pore-forming, which fills stake, can not enter rock, therefore stake end after pile It can not be placed in the soil layer of high capacity, cause the not high practical problem of bearing capacity of single pile；3rd, existing long spire pore-forming is filled Note after stake pore-forming, pile-end soil earth easily forms bottom hole loosened soil by disturbance, end resistance is reduced, so as to influence bearing capacity of single pile； 4th, pile quality is difficult to ensure that：After existing long spire pore-creating filling pile pore-forming, when carrying drilling rod in perfusion, lifting speed will It is adapted with rate of pumping, and makes to maintain more than 0.1 cube of material stock in drilling rod, ensures that drilling rod discharging opening continuous band is extruded Material, otherwise easily goes out the perfusion bad phenomenons such as broken pile, undergauge, folder mud, influences pile quality；5th, pouring quality is relatively difficult to ensure card： In existing long spire pore-creating filling pile work progress, collapse situation by manual observation mixed mud delivery pipe mostly and drilling rod is logical The discharge situation of stomata, and output control lifting speed is adapted with rate of pumping according to the observation, it is poor to there is sense organ in manual observation Different and experience difference, it is impossible to effectively ensure pouring quality；Needed when the 6th, using traditional rotary pile-digging machine or circulation ram machine construction multiple Drilling tool constantly disturbs hole wall in pore-forming repeatedly, pore forming process, and slurry coat method constantly washes away hole wall, can produce a large amount of mud Slag, mudcake, hole wall easily cave in, and need repeatedly borehole cleaning could peace and quiet sediment.

During practice of construction, during traditional rotary pile-digging machine or circulation stake machine progress drilling construction, because of drilling tool not Disconnected disturbance hole wall, slurry coat method constantly wash away hole wall etc., can produce a large amount of body refuses, mudcake so that hole wall easily caves in, and need Borehole cleaning could peace and quiet sediment repeatedly.Thus, nowadays it is badly in need of carrying out accordingly the construction technology of existing long spire pore-creating filling pile Improve.

Nowadays, after bored pile piling, pile cover construction is generally carried out using manual type, pile cover is generally concrete knot Structure.When carrying out pile cover construction using manual type, work progress is mainly included the following steps that：After the first step, drilling via formations, it will bore Bar when carrying upwards by drilling rod into drilling concrete perfusion；Second step, drilling rod carried upwards to drilling outside, and it is hole to be drilled After interior institute's concrete perfusion solidification, bored concrete pile pile body is obtained, to ensure pile crown quality, the elevation of top of bored concrete pile pile body is general all The stake top absolute altitude being pre-designed is higher by, in addition it is above ground level；Slag on the outside of 3rd step, the section basseted to bored concrete pile pile body Soil is cleared up；4th step, diameter and height according to the concrete pile follower being pre-designed, manually dig out at pile crown for applying The cylindric clay model of work concrete pile follower, the diameter of cylindric clay model and height are straight with the concrete pile follower that is pre-designed respectively Footpath and highly identical；5th step, it is artificial the pile crown of bored concrete pile pile body is cut to it is concordant with ground；6th step, manually will perfusion The pile crown of stake pile body is truncated to the stake top absolute altitude being pre-designed, and obtains the pile body of construction molding；7th step, in cylindric clay model Concrete perfusion；8th step, after in cylindric clay model institute's concrete perfusion solidification after, obtain construction molding concrete pile follower.

In addition, in above-mentioned second step after filling concrete, not carrying out Stake head handling immediately, but wait after 28 days, institute Stake head handling is just carried out after concrete perfusion solidification completely to construct with pile cover.Thus, traditional Stake head handling is with pile cover construction Filling concrete complete and carry out 28 days maintenance after carry out, now the intensity of concrete reached design strength 98%~ 99%, pile crown is very rigid, intractability is big, speed is slow, and the equipment such as excavator, instrument is often collided in processing procedure Pile crown, due to being the big rigid body of fragility after pile crown solidification, fracture is easy to once collision.In addition, using artificial cylindric soil During mould, not only speed is slow, and cylindric clay model is in irregular shape.

As shown in the above, when carrying out Stake head handling with pile cover construction using above-mentioned conventional method, exist following main Problem：Firstth, efficiency of construction is low：Can only construct 3~5 pile covers for each person every day；Secondth, cost is high：Pure manual manufacture, people Power cost is high；3rd, construction quality is uncontrollable：Because workmen's operation is lack of standardization, pile cover construction quality can not be protected effectively Card；4th, work progress is complicated, and labor intensity is high；5th, pile cover construction need to be carried out again after pile concrete solidification, influence The construction period of bored concrete pile.

The content of the invention

In view of the above-mentioned deficiencies in the prior art, the technical problem to be solved by the present invention is that providing a kind of be based on The long spire of circulating mud retaining wall is squeezed into rock filling pile construction method, and its step is simple, realizes that convenient and hole quality is high, apply Work efficiency fruit is good, and energy is easy, be rapidly completed long spire is squeezed into rock filling pile work progress, in high pressure pouring mode from bottom hole by upper Supreme perfusion slurry coat method, can not only effective retaining wall, and can the cleaning of retaining hole bottom, without sediment, use slurry coat method to circulate Use.

In order to solve the above technical problems, the technical solution adopted by the present invention is：A kind of long spiral shell based on circulating mud retaining wall Rotation is squeezed into rock filling pile construction method, it is characterised in that this method comprises the following steps：

Step 1: shield-tube embedment and mud circulating system are set：The stake position of rock filling pile is squeezed into constructed long spire Unwrapping wire is measured, and casing is buried on the stake position that surveying setting-out is drawn；Meanwhile, it is squeezed into rock perfusion in constructed long spire The stake position the week side of boss of stake sets mud circulating system；

The mud circulating system includes the pulp storage tank for storing slurry coat method and the slurry coat method is pumped Mud pumping device；The section that the casing top is basseted is to be provided with multiple confessions on exposed section, the exposed section The extravasating hole that the slurry coat method overflows；

Step 2: drilling and forming hole：It is drilled down into, bores using the casing buried in step one, and using long spire stake machine Enter in place to obtain the drilling of construction molding afterwards；

Long spire stake machine includes pile frame and the drilling equipment on pile frame, the drilling equipment include drilling rod, The electronic rotation drive mechanism for being coaxially mounted to the drill bit of the drilling rod bottom and driving the drilling equipment continuously to be rotated, The electronic rotation drive mechanism and the outer end of the drilling rod are connected；The drilling rod is the body of rod of inner hollow, The grout outlet communicated with inside the drilling rod is provided with the drill bit；

Step 3: drilling rod lifting and high pressure pouring mud off：After being crept into place in step 2, the brill is lifted up Bar, until drilling is interior to be proposed from being molded by the drilling rod；Also, during the drilling rod is lifted up, using the mud Pumping installations and by the drilling rod from be molded drilling bottom hole from the bottom to top to be molded drill in continuous pouring retaining wall mud Slurry, mud off is carried out to being molded drilling；The injection pressure of the slurry coat method is more than 5MPa；

Step 4: steel reinforcement cage is transferred：Constructed long spire is squeezed into the steel reinforcement cage of rock filling pile, what decentralization was extremely molded In drilling；

Step 5: underwater gliders and slurry coat method are reclaimed：Using concrete pumping equipment and by grouting pipe, Rock filling pile is squeezed into constructed long spire from the bottom to top and carries out Placement of Underwater Concrete for Casting；Treat institute's concrete perfusion final set Afterwards, the long spire for obtaining construction completion is squeezed into rock filling pile；

Slurry coat method is irrigated during Placement of Underwater Concrete for Casting, in step 3 and passes through the institute that is opened up on the casing Extravasating hole discharge is stated, the slurry coat method of discharge the pulp storage tank is recycled to standby.

The above-mentioned long spire based on circulating mud retaining wall is squeezed into rock filling pile construction method, it is characterized in that：In step one The casing by with construction long spire to be squeezed into rock filling pile be in the cylindrical barrel coaxially laid, the height of the casing is 1m~2m and its internal diameter 150mm~250mm bigger than the pile body diameter that constructed long spire is squeezed into rock filling pile；The casing by Steel plate bending is simultaneously welded, and one of reinforcement is provided with the outside of the upper, middle and lower of the casing, the casing Top is provided with multiple suspension ring.

The above-mentioned long spire based on circulating mud retaining wall is squeezed into rock filling pile construction method, it is characterized in that：In step one When carrying out embedded to the casing, process is as follows：

Excavated in step 101, the stake position drawn in surveying setting-out a diameter than the casing the big 50cm of external diameter~ 80cm and depth are more than the round pool of the casing height；

Step 102, the round pool bottom tile one layer of clay and compacting after, the casing is transferred to the round pool It is interior；

Step 103, after after casing decentralization in place, it is viscous using being backfilled between the crater wall of the casing and the round pool The casing is fixed the mode of native and compaction in layers, and forms clay fixed bed；The clay fixed bed top is far from ground The height in face is 15cm~25cm；

The concrete fixed bed of concrete perfusion formation, described between the crater wall of step 104, the casing and the round pool Concrete fixed bed is located above the clay fixed bed, top surface and the ground flush of the concrete fixed bed；

After the completion of embedded, the casing nozzle 100mm~150mm above ground level.

The above-mentioned long spire based on circulating mud retaining wall is squeezed into rock filling pile construction method, it is characterized in that：In step one The mud pumping device includes slush pump and the ground pump being connected with the slush pump；

Carried out in step 3 before drilling rod lifting and high pressure pouring mud off, first pass through Grouting Pipe by after the drilling rod End is connected with the pumping outlet of the ground pump；

In step 3 using the mud pumping device and by the drilling rod from be molded drill bottom hole from the bottom to top To when being molded continuous pouring slurry coat method in drilling, the slurry coat method in the pulp storage tank is pumped to using the slush pump In the hopper of the ground pump, then using the ground pump and by the drilling rod from the bottom to top to be molded drilling in continuous pouring shield Wall mud.

The above-mentioned long spire based on circulating mud retaining wall is squeezed into rock filling pile construction method, it is characterized in that：In step one The mud circulating system also include multiple sedimentation basins for being precipitated to the slurry coat method and with multiple excessive slurries The mud reflux line of hole connection, multiple sedimentation basins are connected with the mud reflux line；

Multiple extravasating holes are along the circumferential direction uniformly laid in same level in step one.

The above-mentioned long spire based on circulating mud retaining wall is squeezed into rock filling pile construction method, it is characterized in that：In step one Constructed long spire, which is squeezed into rock filling pile, includes pile body and the pile cover being laid on pile body；

Rock filling pile is squeezed into step 5 to constructed long spire from the bottom to top to carry out after Placement of Underwater Concrete for Casting, Also need to be squeezed into constructed long spire rock filling pile progress Stake head handling and pile cover construction using pile cover former；

The pile cover former includes carrying out pile cover the pile cover forming drill of drilling construction and drives the pile cover to be molded The rotating driving device that drill bit is continuously rotated, the rotating driving device is located above the pile cover forming drill, described Pile cover forming drill is connected with the rotating driving device；The pile cover includes top pile cover section and bottom pile cover Section, the top pile cover section is round table-like, and the bottom pile cover section is circular cone shape, and the diameter of the bottom pile cover section is by up to Under be gradually reduced and the diameter of its upper end diameter and the top pile cover section is identical；The pile cover is the pile cover of bored concrete pile, described The diameter of bored concrete pile is identical with the lower end diameter of bottom pile cover section；The pile cover forming drill includes can be coaxial from top to bottom The core pipe being sleeved on the pile body of the bored concrete pile and the helical blade being from top to bottom laid on core pipe lateral wall, the core pipe Internal diameter be not less than pile body diameter；The installation of core pipe is on the rotating driving device, and the core pipe is driven with the rotation Dynamic device is connected；The height of the core pipe is not less than the height of pile cover, the height of the helical blade and pile cover It is highly identical；The core pipe is divided into upper segment and the bottom section immediately below the upper segment, the upper segment Connected as one with the bottom section, the height of the bottom section is identical with the height of bottom pile cover section；The spiral shell Vane piece is divided into the upper blade being laid on the outside of the upper segment and the lower blade being laid on the outside of the bottom section, The upper blade is connected as one with the lower blade；The upper segment and the cylindric brill of upper blade composition Head, the external diameter of the cylindric drill bit is identical with the diameter of top pile cover section, and the width of the upper blade is from top to bottom All same；The bottom section and lower blade composition circular cone shape drill bit, the upper end external diameter of the circular cone shape drill bit It is identical with the upper end diameter of bottom pile cover section, under the lower end external diameter of the circular cone shape drill bit and bottom pile cover section End diameter is identical, and the width of the lower blade is from top to bottom gradually reduced；

When rock filling pile progress Stake head handling is squeezed into constructed long spire with pile cover construction, process is as follows:

Step 601, Stake head handling：In step 5 before the initial set of institute's concrete perfusion, according to the top for the pile body being pre-designed Portion's absolute altitude, any excess concrete for the inside upper part that drilled described in step 2 is taken out；After after institute's concrete perfusion final set, applied The pile body of work shaping；

Height at the top of the pile body to ground is h, and wherein h is less than the height of pile cover；

Bored under step 602, pile cover former and form pile cover clay model：By hanging device by the pile cover former lift to Constructed long spire is squeezed on the stake position of rock filling pile, is then turned on the rotating driving device and is driven the pile cover shaping to bore Head is crept into from top to bottom, obtains construction molding and for the pile cover clay model for pile cover of constructing；After the completion of drilling, close the rotation and drive Dynamic device；

Step 603, the construction of pile cover filling concrete：The pile cover former is carried to pile cover soil upwards by hanging device On the outside of mould, then the progress filling concrete construction into pile cover clay model, complete the filling concrete work progress of pile cover；

Step 604, pile cover shaping：After after institute's concrete perfusion final set in step 603, the pile cover of construction molding, institute are obtained State pile cover positioned at pile body surface and its pour and be integrated with pile body.

The above-mentioned long spire based on circulating mud retaining wall is squeezed into rock filling pile construction method, it is characterized in that：In step 601 After any excess concrete of the drilling inside upper part is taken out, the concrete in the drilling is entered using concrete vibrating device Row vibrates, then covers layer protecting film on the pile crown in the drilling；

After the completion of being crept into step 602, the lower end of the pile cover former core pipe is sleeved on the outside of the upper end of pile body；

Hanging device described in step 602 is excavator；The pile cover former is lifted on below the crane arm of excavator.

The above-mentioned long spire based on circulating mud retaining wall is squeezed into rock filling pile construction method, it is characterized in that：In step 2 The drilling rod is the assembly type drilling rod being spliced by multiple drilling rod sections, and multiple drilling rod sections are laid in same straight line On, it is fastenedly connected and is integrated by connector between neighbouring two drilling rod sections；Multiple drilling rod sections are equal Straight core bar including inner hollow and the helical blade being from top to bottom laid on the straight core bar lateral wall；It is described electronic Rotary drive mechanism is unit head, and the assembly type drilling rod is driven by the unit head and continuously rotated；

During being drilled down into step 2 using long spire stake machine, 1.5m~2.5m is often drilled down into, is bored to described The perpendicularity of bar carries out one-time detection, and the perpendicularity of the drilling rod is adjusted according to testing result；

In step 2 after drilling and forming hole, also need to detect to being molded drilling using ultrasonic wave caliper；

Slurry coat method described in step 3 is polymer mud；

During drilling rod is lifted up described in step 3, it is molded and injects the mud face of slurry coat method in drilling and be higher by Constructed long spire is squeezed into more than the level of ground water 1.0m at rock filling pile construction location, and the drill bit is in is molded all the time Below the mud face that slurry coat method is injected in drilling, and there is more than 10 meters of slurry coat method in the drilling rod all the time；

Carried out in step 4 before steel reinforcement cage decentralization, colligation is first carried out to the steel reinforcement cage, and it is solid on the steel reinforcement cage Determine depth-sounding pipe；Multigroup spacer bar, length side of multigroup spacer bar along the steel reinforcement cage are provided with the steel reinforcement cage To being laid from front to back, the spacing between spacer bar described in front and rear two adjacent groups is 1.5m~2.5m；It is fixed described in every group Position reinforcing bar includes the spacer bar that multiple tracks is along the circumferential direction uniformly laid on the outside of the steel reinforcement cage, positioning described in multiple tracks Reinforcing bar is laid on the same cross section of the steel reinforcement cage；Multigroup spacer bar formation is located on the outside of the steel reinforcement cage Tubular location structure, the external diameter of the tubular location structure is not more than the aperture for being molded drilling；

In step 4 after the completion of steel reinforcement cage decentralization, the steel reinforcement cage upper weld is fixed on casing described in step one On；

It is squeezed into rock filling pile in step 5 to constructed long spire from the bottom to top and carries out Placement of Underwater Concrete for Casting mistake Cheng Zhong, the pipe laying depth of the grouting pipe is 1.5m~8m, and the Placement of Underwater Concrete for Casting time is not more than 1.5 hours.

The above-mentioned long spire based on circulating mud retaining wall is squeezed into rock filling pile construction method, it is characterized in that：In step 5 The grouting pipe is seamless steel pipe and its external diameter is Φ 200mm~Φ 300mm, the grouting pipe by multiple catheter sections by Under it is supreme be spliced, the catheter section in multiple catheter sections positioned at topmost is top segment, multiple described It is located at the catheter section of foot in catheter section for bottom segment, the top segment and institute is removed in the grouting pipe The catheter section stated outside bottom segment is interstitial segment, and the length of the interstitial segment is 2.5m~3.5m, the bottom The length of portion section is 4m~6m, and the length of the top segment is 0.3m~2m；The bottom coaxial package of the bottom segment There is steel fixing collar；

It is attached between neighbouring two catheter sections by flange, the flange and the vessel segment being connected Sealed between section by sealing ring；The external diameter of the flange than the grouting pipe external diameter big 80mm~120mm, it is described Flange outer sheath is equipped with the cone-shaped shield that diameter gradually increases from the bottom to top；

It is squeezed into rock filling pile in step 5 to constructed long spire from the bottom to top and carries out Placement of Underwater Concrete for Casting mistake Cheng Zhong, is lifted up to the grouting pipe, and to from top to bottom entering to the catheter section in the grouting pipe Row is removed；

The bottom of grouting pipe described in step 5 is equipped with the funnel for concrete perfusion；From the bottom to top to length of constructing Spiral extruding rock-entering cast-in-place is carried out during Placement of Underwater Concrete for Casting, according to the liquid level being molded in drilling to institute The height for stating funnel is adjusted：Highly not higher than it is molded when constructed long spire is squeezed into the stake top of rock filling pile in drilling Liquid level when, the funnel than be molded drilling at least high 2.0m of liquid level；When constructed long spire is squeezed into When the stake top of rock filling pile is highly higher than the liquid level being molded in drilling, the funnel is higher than the liquid level being molded in drilling At least high 1.5m of degree.

The above-mentioned long spire based on circulating mud retaining wall is squeezed into rock filling pile construction method, it is characterized in that：In step 5 The bottom of the grouting pipe is equipped with the funnel for concrete perfusion, and the funnel connects with the storage bin hopper for storing concrete Connect；

When being squeezed into rock filling pile progress Placement of Underwater Concrete for Casting in step 5 to constructed long spire from the bottom to top, Process is as follows：

Step 501, conduit are hung：The grouting pipe is lifted and transferred to being molded in drilling, until the slip casting Distance of the conduit bottom away from be molded drilling hole bottom is 300mm~500mm；

Step 502, water proof plug or guiding valve suspension：Water proof plug or guiding valve are suspended on described in step 501 using suspension silk On liquid level in grouting pipe, and the bottom of the water proof plug or guiding valve is set to be close to the liquid level in the grouting pipe；

Step 503, first batch of concrete pouring：First 0.1m is injected into the grouting pipe and the funnel³~0.3m³Cement Mortar, the cement mortar injected is located above the water proof plug or guiding valve；Concrete is injected into the funnel again, and Coagulation needed for preparing enough first batch of concrete pouring according to predetermined first batch of concrete pouring amount and by the storage bin hopper and the funnel Soil；Afterwards, cut described in step 502 and hang silk, the water proof plug or guiding valve is moved down and is stayed in and be molded drilling Bottom hole；Irrigated after the concrete needed for first batch of concrete pouring to after being molded in drilling, complete first batch of concrete pouring process；

First batch of concrete pouring amount is determined, is determined according to the depth and aperture that are molded drilling, first batch of concrete pouring Amount is not less than 1.2m³；After the completion of first batch of concrete pouring, the pipe laying depth of the grouting pipe is not less than 1m；

Step 504, concrete continuous pouring：In step 503 after the completion of first batch of concrete pouring, it is carried out continuously by the grouting pipe Filling concrete, until completion is constructed, long spire is squeezed into rock filling pile and carries out Placement of Underwater Concrete for Casting process；

The influx height that constructed long spire is squeezed into rock filling pile designs the high 0.8m~1.0m of stake than it；

In this step, carry out during filling concrete, the upper surface rate of climb of institute's concrete perfusion is not less than 2m/h.

The present invention has advantages below compared with prior art：

1st, the long spire stake machine reasonable in design that is used, using easy to operate and using effect is good, intelligence degree High, service behaviour is safe and reliable, with advantages below：1) speed of fulfiling hole is fast：Auger stem continuous excavation pore-forming, is followed with traditional Ring stake machine, rotary pile-digging machine substantially, are thus effectively guaranteed the progress of engineering compared to speed advantage；2) environmental protection is with conspicuous characteristics： Static mud is used only when carrying brill, and mud can be recycled, and conventional piles machine is to be constantly be generated mud；3) walk Displacement is convenient：The position to be reached can be conveniently moved to；4) hole quality is high：Drilling rod total length overall diameter is earthed during drilling It is interior, do not produce mud, sediment problem；When carrying brill, in being synchronously pumped into slurry coat method in drilling rod, prevent collapse hole, fall mud；Squeezed during drilling Pressure type drills, and pore-forming hole wall is closely knit without mudcake.

2nd, drilling via formations method and step is simple, realizes convenient and good forming effect, be molded piling quality height, actually applies Man-hour, first align piles position and turn on the power head drive drilling rod be rotated, while start hoist engine lowering drill pipes；It Afterwards, when drill bit enters rock stratum, drilling depth difference can be significantly increased, and now opened pressing mechanism and made to creep into rock；When drilling is deep to designing After degree, drilling rod carries brill upwards to rotate forward lifting or quiet mode of pulling out, and concrete ground pump synchronously begins pumping concrete；In addition in drilling process In, detection drilling rod pulls up distance in real time, and calculates required concrete amount, while the actual concrete that synchronous detection concrete ground pump concrete is sent Amount, and come matching between concrete amount and actual concrete amount needed for reaching by way of automatically controlling ground pump pump speed so that in drilling rod Portion possesses 0.1 side's above mixed mud all the time, to ensure pile quality.Meanwhile, run of steel is adjustable in boring procedure, practical value Gao Genggao.

3rd, bottom hole is synchronously carried out before mud off, descending reinforcing cage in drilling process without sediment, when drilling rod is lifted, it is synchronous will shield Wall mud is continuously pressed by drilling rod from bottom hole to be fed into, and remains more than 5MPA pumping pressure, effective retaining wall and retaining hole Bottom is cleaned, no sediment.Also, the slurry coat method using effect used is good.

4th, shaping can once be fetched earth in place, drilling is unearthed directly is taken out of by drilling tool, without slurry transportation, no body refuse, without mud Skin, without borehole cleaning.Also, soil compaction type constructs to form the hole wall of dense extrusion, hole wall does not cave in, and side skin friction is high.

5th, mud circulating system is provided with, the mud circulating system is including for storing the pulp storage tank of slurry coat method and to shield The mud pumping device that wall mud is pumped；The section that casing top is basseted is to be provided with exposed section, exposed section The extravasating hole that multiple confession slurry coat methods overflow；Slurry coat method in boring procedure can be recycled, saving of work and time can have Effect saves material cost, and with environmentally friendly feature, slurry coat method can be carried out to reclaim and handle in time automatically, in case after It is continuous to recycle.

6th, the injection pressure of slurry coat method is more than 5MPa, is molded and injects the mud face of slurry coat method in drilling and be higher by Constructed long spire is squeezed into more than the level of ground water 1.0m at rock filling pile construction location, and drill bit is in is molded drilling all the time Below the mud face of interior injected slurry coat method, and there are more than 10 meters of slurry coat method, thus slurry coat method in drilling rod all the time Not injected by the way of hole wall is washed away, into injecting slurry coat method into drilling from bottom to up, and make slurry coat method Mud face be higher by more than the level of ground water 1.0m that constructed long spire is squeezed at rock filling pile construction location, can be prevented effectively from Drilling tool constantly disturbs the problems such as hole wall, slurry coat method constantly wash away hole wall；Also, filling concrete process uses underwater concrete Method for filling, can not only improve construction quality, and can accelerate the progress and reduction engineering cost of construction, can be easy, quick Complete long spire and be squeezed into rock filling pile work progress, in high pressure pouring mode from bottom hole by upper supreme perfusion slurry coat method, no Effective retaining wall is only capable of, and energy retaining hole bottom is cleaned, without sediment, uses slurry coat method to recycle.

7th, the pile cover former used is simple in construction and processing and fabricating is easy, and input cost is relatively low, the pile cover former Reasonable in design, including the pile cover forming drill of drilling construction is carried out to the pile cover that need to construct and drives pile cover forming drill to carry out The rotating driving device continuously rotated, rotating driving device is located above pile cover forming drill, pile cover forming drill and the rotation Rotary driving device is connected；Pile cover forming drill includes can from top to bottom core of the coaxial package on the pile body of bored concrete pile Pipe and the helical blade being from top to bottom laid on core pipe lateral wall, core pipe are divided into upper segment and bottom section, helical blade It is divided into upper blade and lower blade, upper segment and upper blade constitute cylindric drill bit, bottom section and lower blade group Into circular cone shape drill bit；The pile cover former compact conformation.

8th, the pile cover former simple installation and dismounting convenience used, easy can be installed on the crane arm of excavator, And used cooperatively with excavator, occupy little space, use flexible operation mode.When actual use, the pile cover former can also pacify On hanging device loaded on other type equipments, and used cooperatively with other types of hanging device.

9th, the pile cover former used is good using easy to operate and using effect, easy construction, quick, and work progress is easy In control, and the pile cover quality of construction molding is high, while construction cost can be reduced effectively, realizes pile cover mechanized construction, constructs Process control is easy, can effectively solve that the efficiency of construction that existing cast-in-situ bored pile pile cover construction method is present is low, cost is high, apply Working medium amount is uncontrollable, work progress is complicated, labor intensity is high, need to carry out pile cover construction, construction again after pile concrete solidification Long in time limit the problems such as.

10th, the Stake head handling and pile cover construction method step that are used be simple, reasonable in design and easy construction, using effect It is good, with following several respects advantage：Firstth, efficiency of construction is high：Wait that the pile concrete pouring construction of constructed bored concrete pile is completed Afterwards, Stake head handling, thus the i.e. progress Stake head handling operation when pile crown does not solidify, now Stake head handling operation just can be carried out immediately Efficiency high and intractability is low, high treating effect, and Stake head handling process is 2 hours after the completion of pile concrete pouring construction Interior completion processing；Meanwhile, after the pile concrete pouring construction of constructed bored concrete pile is completed 28 days, institute's concrete perfusion is complete Solidification, just can carry out pile cover construction；Secondth, cost is low：Fully-mechanized operation, without extra labour cost, integrated pile cover shaping Device easy can work on stake machine, without other autonomous device；3rd, can be effective by clearing up stake holes aperture Improve inter-pile soil cleaning efficiency, clear up stake holes aperture while because pile crown it is processed into, do not basset, thus excavate Pile crown need not be avoided during operation, operating efficiency is high；4th, work progress does not influence pile quality, will stake when pile crown does not solidify Head processing is completed, and subsequent job will not impact wreckage pile crown；5th, construction quality is controllable：The height and diameter of pile cover take The setting of parameter certainly in the size and drilling process of drill bit, few man's activity, steady quality；6th, using pile cover former Carry out pile cover clay model construction, can effective extrusion soil, make hole wall closely knit, the stressed effect of raising pile cover.Thus, energy simplicity, Stake head handling and pile cover work progress are rapidly completed, work progress is easily controllable, and the pile cover quality of construction molding is high.

11st, economic benefit and social benefit are notable, with speed of application is fast, hole quality is high, environmental pollution is small, operation is clever Living convenient, security performance is high, strong applicability and many advantages such as worked under special formation.Using high pulling torque adjustable speed power Head, i.e., double dynamical high powe design pattern, for extruding construction enough power sources are provided, while the pressing mechanism used, greatly Moment of torsion drilling rod and high-strength drill bit are engaged so that the present invention close above boulder bed in can creeping into, and enter rock with stronger Ability.Along with the assembly type drilling rod and extension bar device that are used so that drilling process is easier, due to run of steel not by It is limited to the height of frame, thus has further widened the scope of application of long spire stake machine, occupation mode is more flexible.Meanwhile, if Automatic soil cleaning device is equipped with, it is more convenient using operating, and it is further ensured that efficiency of construction and construction quality.Meanwhile, energy simplicity, Quickly energy is easy, be rapidly completed Stake head handling and pile cover work progress.Thus, the present invention can not only improve construction quality, and The progress and reduction engineering cost of construction can be accelerated.

In summary, the inventive method step is simple, realizing convenient and hole quality, high, construction effect is good, is filled with high pressure Note mode from bottom hole by upper supreme perfusion slurry coat method, can not only effective retaining wall, and can the cleaning of retaining hole bottom, without sediment, can solve Certainly existing long spire is squeezed into hole wall present in rock filling pile construction and easily caves in, needs that borehole cleaning, efficiency of construction are low repeatedly asks Topic, while energy is easy, be rapidly completed Stake head handling and pile cover work progress.

Below by drawings and examples, technical scheme is described in further detail.

Brief description of the drawings

Fig. 1 is method flow block diagram of the invention.

Fig. 1-1 is the structural representation of pile cover former of the present invention.

Fig. 2 is the use state of pile cover former of the present invention with reference to figure.

Fig. 3 is that method flow block diagram when Stake head handling is constructed with pile cover is carried out using the present invention.

Fig. 3-1 is the Construction State schematic diagram after the completion of Placement of Underwater Concrete for Casting of the present invention.

Fig. 3-2 is the Construction State schematic diagram of the invention by after the inside upper part any excess concrete taking-up that drills.

Fig. 3-3 carries out Construction State schematic diagram during concrete vibrating for the present invention.

Fig. 3-4 is the Construction State schematic diagram after the completion of Stake head handling of the present invention.

Pile cover former is directed at Construction State schematic diagram during pile crown for the present invention by Fig. 3-5.

Fig. 3-6 is the present invention using Construction State schematic diagram when being bored under pile cover former.

Fig. 3-7 is the present invention using the Construction State schematic diagram that brill is formed after clay model under pile cover former.

Fig. 3-8 is the Construction State schematic diagram after the completion of pile cover of the present invention is constructed.

Fig. 4 is the schematic block circuit diagram of pile cover former of the present invention.

Fig. 5 is the dimensional structure diagram of construction molding pile cover of the present invention.

Fig. 6 is the structural representation of construction molding pile cover of the present invention.

Description of reference numerals:

1-pile body；2-pile cover；3-core pipe；

4-helical blade；5-lower drive shaft；6-go up power transmission shaft；

7-lower installation board；8-reinforcing plate；9-lower adpting flange；

10-go up adpting flange；11-1-master control set；11-2-rotation speed detection unit；

11-3-steering detection unit；12-excavator；13-hydraulic motor；

14-plastic foil；15-pile cover clay model.

Embodiment

A kind of long spire based on circulating mud retaining wall as shown in Figure 1 is squeezed into rock filling pile construction method, including with Lower step：

Before practice of construction, levelling of the land is first carried out, place is carried out with bull-dozer according to place horizontal layout necessary Place mat, it is smooth, roll, it is ensured that ground has enough bearing capacities, meet stake machine exercise needs, ground line gradient be less than 1%.Meanwhile, Also need (i.e. removing obstacles) work of being removed obstacles, it is necessary to carry out around stake position, remove the earth's surface debris for being located at stake position region, underground Debris etc., work of entirely removing obstacles once is completed.

Meanwhile, also need to set the native slag storage area for the dregs storage during drilling and forming hole in step 2.

In the present embodiment, mud circulating system described in step one also includes multiple for being sunk to the slurry coat method The sedimentation basin in shallow lake and the mud reflux line being connected with multiple extravasating holes, multiple sedimentation basins flow back with the mud Pipeline is connected；

In the present embodiment, the quantity of the extravasating hole is two.

In the present embodiment, the quantity of the pulp storage tank is one and its volume is not less than 6m³,

In the present embodiment, the quantity of the sedimentation basin is two and its volume is not less than 10m³, two sedimentation basins Rotation is used, and a sedimentation basin is used to precipitate into slurry, and a barrier gate cleaning, the import and export of the sedimentation basin are provided with lock Door, sedimentation basin is suitable for reading should to be higher by the pulp storage tank 0.5m.

So, by setting the pulp storage tank and multiple sedimentation basins, continuous pouring slurry coat method demand can be met, and Precipitation Posterior circle can be carried out to slurry coat method to use, financial cost is saved, planning is reasonable, at the same dry construction site, it is clean and tidy.

In the present embodiment, slurry coat method described in step 3 is polymer mud；

Also, the polymer mud is the retaining wall that can be formed after rel rotary drilling rig special efficient mud powder and water mix Mud.

It is described can rel rotary drilling rig special efficient mud powder produced by Zhengzhou god of unusual strength's foundation engineering Co., Ltd, and institute State slurry coat method by it is described can rel (CLEAR) rotary drilling rig special efficient mud powder and water by weight for 0.01%~ 0.1% ratio uniform is formulated.The performance indications of the slurry coat method are as follows：Relative density：1.1~1.15；Viscosity：18 ~20S；Sand factor：6%；Acid-base value：PH value is 8~10；Colloidity：95%；Fluid loss：30mL/30min.

The slurry coat method used has advantages below：1st, viscosity is big, proportion is small, sand factor is small, adapts to bentonite, glues The complex random systems that soil can not be adapted to.2nd, the coccoid of Instant, can dissolve in water, form good viscosity.3rd, with very Good cementation, can be integrated the various bonds formation particles of hole wall, serve retaining wall, especially in sand bed geological effect more Significantly.4th, secondary pile hole cleaning is not needed：The slurry coat method formed in the instant water of mud powder, can not only the anti-collapse hole of retaining wall well, and And sediment thickness can be adsorbed in drilling cuttings, descending reinforcing cage metapore be in time no more than 10cm.5th, it is nontoxic, tasteless that environment is not endangered Evil.

In the present embodiment, it is in coaxially to lay that casing described in step one is squeezed into rock filling pile with constructed long spire Cylindrical barrel.

The height of the casing is squeezed into the pile body diameter of rock filling pile by 1m~2m and its internal diameter than construction long spire Big 150mm~250mm；The casing is by steel plate bending and is welded, and is all provided with the outside of the upper, middle and lower of the casing It is equipped with the top of one of reinforcement, the casing and is provided with multiple suspension ring.

In the present embodiment, the internal diameter of the casing is bigger than the pile body diameter that constructed long spire is squeezed into rock filling pile 200mm.The casing makes of 5mm steel plate., can according to specific needs when actual use, internal diameter, height to the casing Adjusted accordingly respectively with wall thickness.

When actual use, the effect of suspension ring set by the casing top has two, and one uses for lifting casing, and two be colligation Steel reinforcement cage suspension rod, suppress steel reinforcement cage floating, casing top simultaneously it is orthogonal quarter four road grooves, to hang cross hairs, in case test casing, Verify and be used.Also, 2 extravasating holes are opened up on the casing top, are easy to slurry coat method to overflow, profit is reclaimed and circulated With.

In the present embodiment, when carrying out embedded to the casing in step one, process is as follows：

Thus, the shield-tube embedment is very easy, and is first tamped using clay along surrounding back-filling in layers on the outside of casing, returns The deflection of casing will be prevented by filling out during tamping, top uses concrete fixed bed, can effectively reduce disturbance of the backfill to casing.

When actual use, the casing have correcting drilling tool, control stake position, isolation surface water seepage, prevent aperture from caving in, Raise the effect such as hydrostatic head and fixed steel reinforcement cage in hole.In the present embodiment, external diameter of the diameter than the casing of the round pool Big 60cm and its depth is 2.0m.

When actual progress is buried, after the casing is hung in the round pool, Zhuan Wei centers, then mobile shield are first found out Cylinder, makes the center of casing and stake position center superposition, at the same with horizon rule (or messenger wire pendant) verify casing it is vertical after, then casing is entered Row is fixed.The shield-tube embedment is needed accurately, stably, and casing center and the centrical deviation of stake cannot be greater than 5mm.The present embodiment In, after calibration, casing is fixed on correct position, and nozzle answers 100mm above ground level.

In the present embodiment, drilling rod described in step 2 is the assembly type drilling rod being spliced by multiple drilling rod sections, multiple The drilling rod section is laid on the same line, is fastenedly connected between neighbouring two drilling rod sections by connector It is integrated；Multiple drilling rod sections include the straight core bar of inner hollow and are from top to bottom laid in outside the straight core bar Helical blade on the wall of side；The electronic rotation drive mechanism is unit head, and the assembly type drilling rod is driven by the unit head Continuously rotated；

In the present embodiment, the application for a patent for invention that the stake machine of long spire described in step 2 is Publication No. CN102535445A Disclosed in long spire be squeezed into rock filling pile shaped device, the pile frame of the long spire stake machine is long spire extruding Enter the frame of rock filling pile shaped device；Carry out carrying out drilling rod lifting and mud shield in Completion of Drilling Hole and step 3 in step 2 During wall, according to the long spire disclosed in Publication No. CN102535445A application for a patent for invention be squeezed into rock filling pile with into Type method, is crept into and is proposed brill and synchronous grouting construction.

That is, carrying out Completion of Drilling Hole method, the patent of invention Shen with Publication No. CN102535445A in step 2 Please《Long spire is squeezed into rock filling pile shaped device and forming method》In drilling method it is identical；Drilling rod is carried out in step 3 Lifting and mud off method, with《Long spire is squeezed into rock filling pile shaped device and forming method》In carry brill and synchronous Grouting method is identical.The unit head was using 07 month 2012 Publication No. CN102535445A (Application No. disclosed in 04 day CN201210026528.7 the high pulling torque adjustable speed unit head disclosed in application for a patent for invention).

In the present embodiment, in step 2 before drilling and forming hole, the smooth of place and compacting are carried out first.Make the length Screw pile machine is in horizontality.When carrying out drilling and forming hole in step 2, rock drilled as holes is squeezed into using long spire.Long spire is squeezed Press-in rock drilling is the high pulling torque rotary drill rod driven using the unit head, the drilling rod rotary cutting with helical blade is buried Body, and soil is risen to ground discharge by helical duct, until drilling to completion.Before drilling, pass through electronics inclinometer Detect and long spire stake machine described in leveling, keep stake machine vertically to consolidate.

During practice of construction, in step 2 using long spire stake machine be drilled down into during, be often drilled down into 1.5m~ 2.5m, the perpendicularity to the drilling rod carries out one-time detection, and the perpendicularity of the drilling rod is adjusted according to testing result It is whole.

In the present embodiment, during being drilled down into step 2 using long spire stake machine, 2m is often drilled down into, to described The perpendicularity of drilling rod carries out one-time detection.

Thus, carry out during drilling and forming hole, being drilled down into after 2 meters, then check drilling rod perpendicularity, non-leveling in step 2 Perpendicularity must not continue lower brill；In drilling process, stake machine slightly may lean forward or swing back because of the soft or hard change of soil layer, should be according to geology Corresponding construction prediction scheme is formulated in report, and is told somebody what one's real intentions are before going into operation to construction teams and groups, and 2 meters i.e. observation should be often crept into work progress Once whether stake machine leans forward or swings back, in time adjustment drilling rod perpendicularity.

In the present embodiment, mud pumping device described in step one includes slush pump and the ground being connected with the slush pump Pump；

In the present embodiment, during drilling rod is lifted up described in step 3, it is molded in drilling and injects slurry coat method Mud face be higher by more than the level of ground water 1.0m that constructed long spire is squeezed at rock filling pile construction location, the drill bit begins It is in be molded in drilling eventually and injects below the mud face of slurry coat method, and has more than 10 meters of shield in the drilling rod all the time Wall mud.

Also, when being influenceed by fluctuation in stage, mud face should be higher by more than peak level 1.5m.In the present embodiment, step During drilling rod is lifted up described in three, the drill bit is in the mud face for being molded and slurry coat method being injected in drilling all the time Lower section.Also, during the drilling rod is lifted up, it should ensure that slurry coat method uninterrupted pumping.

When carrying out drilling rod lifting and high pressure pouring mud off in step 3, non-drilling to completion must not carry brill.It is actual When carrying out high pressure pouring mud off, the slurry coat method modulated in pulp storage tank is successively sent into by ground stock by slush pump In bucket.While proposing brill beginning, ground pump begins pumping and uninterrupted pumping is should ensure that in slurry coat method, drilling process, and ensures described All the time there is more than 10 meters of slurry coat method in drilling rod.

During practice of construction, in step 2 after drilling and forming hole, also need to examine to being molded drilling using ultrasonic wave caliper Survey.

Drilling rod described in step 3 also needs to determine using annulus gaging hole method, sound wave hole wall from being molded in drilling after proposition Instrument method or caliper determination method are detected to the quality for being molded drilling.

In addition, in step 5 before underwater gliders, bottom hole sediment should meet claimed below：End-bearing pile≤50mm； Rub end-bearing pile or point friction pile≤100mm；Pure friction pile≤30mm.Conventional method of testing is that plumb bob method is tested. Plumb bob method is that by the use of weighing about 1kg copper ball cone as plumb bob, lining rope is fastened on top, and plumb bob is slowly sunk in hole, hole of constructing Deep is sediment thickness with measurement hole depth.

Carried out in the present embodiment, in step 4 before steel reinforcement cage decentralization, colligation first is carried out to the steel reinforcement cage, and described Depth-sounding pipe is fixed on steel reinforcement cage.

During practice of construction, the mud face of slurry coat method height, the drill bit are carried by the depth-sounding pipe Rise etc. is measured in real time.

The making place of the steel reinforcement cage should select, in transport and all eaily places in place, to set interior system at the scene Process.Should respectively it be stacked by the different model of reinforcing bar, different-diameter, different length after the entering of reinforcing steel bar.

In the present embodiment, multigroup spacer bar is provided with the steel reinforcement cage, multigroup spacer bar is along the reinforcing bar The length direction of cage is laid from front to back, and the spacing between spacer bar described in front and rear two adjacent groups is 1.5m~2.5m； Spacer bar described in every group includes the spacer bar that multiple tracks is along the circumferential direction uniformly laid on the outside of the steel reinforcement cage, many Spacer bar described in road is laid on the same cross section of the steel reinforcement cage；Multigroup spacer bar formation is located at the steel Tubular location structure on the outside of muscle cage, the external diameter of the tubular location structure is not more than the aperture for being molded drilling

When actual use, it can effectively ensure that constructed long spire is squeezed into rock filling pile by the tubular location structure Pile concrete protective layer thickness, while can effectively ensure the positional accuracy of steel reinforcement cage.

In the present embodiment, in step 4 after the completion of steel reinforcement cage decentralization, the steel reinforcement cage upper weld is fixed on step one Described on casing.

In the present embodiment, when being hung in step 4 to the steel reinforcement cage, lifting steel reinforcement cage lifts by crane method using shoulder pole, rises Suspension centre is in steel reinforcement cage top stirrup and cage bar junction, and suspension centre is symmetrical.When steel reinforcement cage is installed into drilling is molded, it should keep vertical State, it is to avoid collision hole wall, slowly tripping in, puts if pier by force must not be hampered in midway and (can suitably turn to and remove).If still invalid Really, then the tripping in again of cage cleaning bottom of hole should be played.

Steel reinforcement cage is carried out in step 4 when hanging, when the length of the steel reinforcement cage is less than 20m, using hanging device by institute State steel reinforcement cage integral hoisting and transfer to the drilling being molded；When the length of the steel reinforcement cage is not less than 20m, by the steel Muscle cage be divided into above and below two steel reinforcement cage sections hung respectively.

After the steel reinforcement cage is hung in place, it should ensure that the cage of the steel reinforcement cage is withstood on and be molded placed in the middle in drilling, hangs muscle Uniform stressed, firm fixation.

In the present embodiment, grouting pipe described in step 5 is seamless steel pipe and its external diameter is Φ 200mm~Φ 300mm, The grouting pipe is spliced from the bottom to top by multiple catheter sections, positioned at the described of topmost in multiple catheter sections Catheter section is top segment, and the catheter section in multiple catheter sections positioned at foot is bottom segment, described The catheter section in grouting pipe in addition to the top segment and the bottom segment is interstitial segment, the middle node The length of section is 2.5m~3.5m, and the length of the bottom segment is 4m~6m, and the length of the top segment is 0.3m~2m； The bottom coaxial sleeve of the bottom segment is equipped with steel fixing collar；

Also, drilled described in step 2 by construction long spire be squeezed into the stake holes of rock filling pile.

In the present embodiment, the bottom of grouting pipe described in step 5 is equipped with the funnel for concrete perfusion, the leakage Struggle against and be connected with the storage bin hopper for storing concrete；

It is squeezed into rock filling pile in the present embodiment, in step 5 to constructed long spire from the bottom to top and carries out underwater concrete During pouring construction, the pipe laying depth of the grouting pipe is 1.5m~8m, and the Placement of Underwater Concrete for Casting time is little In 1.5 hours.

In the present embodiment, when carrying out underwater gliders in step 5, by concrete pumping equipment and grouting pipe, Rock filling pile is squeezed into constructed long spire and carries out Placement of Underwater Concrete for Casting.The general principle of catheterized reperfusion concrete will be close The steel pipe (or the higher hard non-metallic pipe of intensity) of connection is sealed as the perfusion channel of Underwater Concrete, its bottom is with appropriate depth It is embedded in the concrete mix poured into, under certain head pressure effect, forms continuous closely knit concrete pile body.The slip casting used Conduit is diameter of phi 250mm seamless steel pipe conduits, and connected mode uses flange, it is ensured that connection sealing, must not leak.The slip casting The merogenesis length of conduit is 3m, and the section conduit length of lowermost end one should be 4.0~6.0m, in order to coordinate the length of conductor string, upper guide Pipe range is 2m, 1m, 0.5m or 0.3m.Conduit should have good sealing.Conduit is connected using ring flange, with rubber " O " type Sealing ring is sealed, and is prevented.External diameter 100mm bigger than catheter outer diameter of ring flange or so, flange thickness is 12~16mm, in its week Symmetrically arranged link bolt hole is enclosed not less than 6, and connecting bolt diameter is not less than 12mm.The section conduit bottom of bottom one is not set Ring flange, is reinforced with steel plate lasso in periphery.Steel reinforcement cage is tangled to avoid being lifted flange during the grouting pipe, taper shield can be set Cover.In addition, funnel should be set at the top of the grouting pipe.Funnel is set the need for should being highly applicable operation, and should be filled into Final stage, when perfusion is close to stake top position when special, the need for meeting to concrete pillar height degree in the grouting pipe, it is ensured that The pouring quality of top pile body.The height of concrete post, when stake top is less than the water level in drilling, typically should at least be higher by than the water level 2.0m, typically should 0.5m at least higher than stake top when stake top height is with drilling water level.Funnel and storage bin hopper 4mm~6mm steel plates Make, not spillage and hanging, sew smooth thorough.Water proof plug is typically made using concrete, cylinder is made, its diameter is led than slip casting Small 20~the 25mm of bore；Using the thick rubber ring seals of 3~5mm, its diameter 5~6mm bigger than catheter diameter；Concrete strength C15~C20.Also spherical plug can be made using hardwood in water proof plug, and rubber washer is nailed at the diameter of ball, and lubricating oil is coated on surface Fat.In addition, water proof plug also can use steel plate plug, foamed plastics and bladders etc. to be made.

It is actual carry out filling concrete before, the grouting pipe is hung in and be molded when drilling, should be by rubber ring or glue It is whole, tight that leather packing lays week, it is ensured that good seal.Position of the grouting pipe in drilling should keep placed in the middle, prevent from running and manage, Break steel reinforcement cage and damage conduit.Conduit bottom away from bottom hole (bottom hole sediment face) height, using can release water proof plug and first batch of concrete as Degree, generally 300~500mm.Before first batch of concrete is filled, 0.1~0.3m is first prepared³Cement mortar be put into guiding valve (water proof plug) with On conduit and funnel in, then place into concrete, after confirming that beginning quantity is prepared enough, you can cut iron wire, led by the discharge of concrete weight Water in pipe, makes guiding valve (water proof plug) stay in bottom hole, pours into first batch of concrete.First batch of concrete perfusion quantity should be able to meet the slip casting More than 1.2m in conduit Transducers Embedded in Concrete.After first batch of concrete pouring is normal, concrete should be successively irrigated, forbids to stop work in way.Filling During note, the lifting height in concrete face should be detected through commonly using plummet, and lifted in good time, dismantle conduit step by step, the conjunction of conduit is kept Manage buried depth.Detection times should be detected inside and outside once managing typically no less than the conduit joint number being applicable before each raising conduit Concrete face height.

When irrigating concrete under water, the minimum depth of conduit should be strictly controlled according to actual conditions, to ensure the company of concrete piles It is continuous uniform, laitance and soil block for entraining into above concrete etc. are not made it possible to, pile breaking phenomenon is prevented.Maximum to conduit is buried It is deep, then can make at the beginning of the smooth stream of concrete to go out in pipe, it is easy to conduit raising and reduces that perfusion carries pipe, the subsidiary operation time of tearing pipe open comes true It is fixed.Maximum buried depth saves the length of conduit no more than bottom one.When perfusion is close to stake top position, to ensure stake top concrete quality, leakage The height of bucket and conduit answers strict pertinent regulations to perform.The rate of climb of filling concrete is not less than 2m/h.Infusion time is necessary Control concrete not lost flowability time in embedment conduit.Appropriate retarder can be mixed if necessary.The perfusion absolute altitude of stake top is pressed According to design requirement, and more than designed elevation 1.0m is should be higher than that, to remove the laitance slag blanket in stake top portion.After stake top perfusion is finished, Should be the actual elevation for detecting stake top face, the long steel pole with scale and the sampler equipped with valve steel box to be opened/closed composition Detection sampling, judges the concrete face of stake top.

Concrete perfusion must be carried out continuously, and must not be interrupted.Otherwise the concrete first poured into reaches initial set, by what is poured into after prevention Concrete flows out from conduit, causes broken pile.From starting after stirring concrete, finished in 1.5h planted agent perfusion of trying one's best.With in hole concrete it is upper Rise, need progressively quick dismounting grouting pipe, the time is no more than 15 minutes, and the grouting pipe pulled down should be rinsed well immediately.

In the present embodiment, when carrying out underwater gliders in step 5, pile concrete sets the coagulation by underwater casting stake Native intensity is prepared, to ensure to reach design strength；Also, the conventional conduit underwater grouting of use, specifically guiding valve (every Water plug) formula tremie method.Tremie method is that the steel pipe (or the higher hard non-metallic pipe of intensity) that will be tightly connected is used as Underwater Concrete Perfusion channel, its bottom is embedded in the concrete mix poured into appropriate depth, under certain head pressure effect, the company of being formed Continuous closely knit concrete pile body.

In the present embodiment, the grouting pipe uses external diameter Φ 250mm seamless steel pipe conduits, and connected mode uses flange, Ensure connection sealing, must not leak.The grouting pipe should have enough strength and stiffness, be easy to carry again, pacify installation and dismantling Unload.The grouting pipe should have good sealing.Conduit is connected using ring flange, is sealed with rubber " O " type sealing ring, sternly It is anti-.The external diameter of ring flange 100mm bigger than catheter outer diameter, flange thickness is 12mm~16mm, symmetrically arranged company around it Connecting bolt hole is not less than 6, and connecting bolt diameter is not less than 12mm.

During practice of construction, after the grouting pipe is machined, tackle its dimensions, joint construction and crudy and enter Row is conscientiously checked, and should be attached, be crossed valve (plug) and filling water test, to be led when ensureing airtight performance reliably with operation under water Pipe is water-tight.Hydraulic pressure is examined to be generally 0.6~1.0MPa, it is water-tight to be qualified.

In the present embodiment, the funnel is made with storage bin hopper of 4mm~6mm steel plates, and not spillage and hanging is sewed smooth Thoroughly.

1) during concreting in water, it should be noted that：

A. perfusion concrete must be carried out continuously, and must not be interrupted.Otherwise the concrete first poured into reaches initial set, the concrete that will be poured into after prevention Flowed out from conduit, cause broken pile.

B. from starting after stirring concrete, finished in 1.5h planted agent perfusion of trying one's best.

C. with the rising of concrete in hole, progressively quick dismounting conduit is needed, the time is no more than 15 minutes, and the conduit pulled down should be immediately Rinse well.

D. in filling process, when concrete is discontented in conduit contains air, follow-up concrete is blown slowly perfusion funnel by chute And conduit, the whole bucket of concrete must not be poured into pipe from above, in order to avoid high-pressure gasbag is formed in conduit, the rubber blanket of extruding pipe internode And make conduit leak.

2) to prevent rising of steel cage, the measure that should be adopted

A. steel reinforcement cage upper end is fixed in aperture.

B. the time of perfusion concrete should try one's best quickening, and during preventing concrete into steel reinforcement cage, mobility is too small.

D. when concrete is close to steel reinforcement cage in hole, pipe laying should be kept deeper, slows down rate of flooding.

Long spire of being constructed in the present embodiment, in step one is squeezed into rock filling pile including pile body 1 and is laid on pile body 1 Pile cover 2；

As shown in figure 3-1, it is squeezed into rock filling pile in step 5 to constructed long spire from the bottom to top and carries out coagulation under water After native pouring construction, also need to be squeezed into constructed long spire rock filling pile progress Stake head handling and pile cover using pile cover former Construction；

As shown in Fig. 1-1, Fig. 2, the pile cover former include to pile cover 2 carry out drilling construction pile cover forming drill and The rotating driving device for driving the pile cover forming drill continuously to be rotated, the rotating driving device be located at the pile cover into Above type drill bit, the pile cover forming drill is connected with the rotating driving device；With reference to Fig. 5 and Fig. 6, the stake Cap 2 includes top pile cover section and bottom pile cover section, and the top pile cover section is round table-like, and the bottom pile cover section is the frustum of a cone Shape, the diameter of the bottom pile cover section is from top to bottom gradually reduced and its upper end diameter and the diameter phase of the top pile cover section Together；The pile cover 2 is the pile cover of bored concrete pile, and the diameter of the bored concrete pile is identical with the lower end diameter of bottom pile cover section；Institute Stating that pile cover forming drill includes can from top to bottom core pipe 3 of the coaxial package on the pile body 1 of the bored concrete pile and from top to bottom cloth The helical blade 4 on the lateral wall of core pipe 3 is located at, the internal diameter of the core pipe 3 is not less than the diameter of pile body 1；The core pipe 3 is arranged on On the rotating driving device, the core pipe 3 is connected with the rotating driving device；The height of the core pipe 3 is not Less than the height of pile cover 2, the height of the helical blade 4 is identical with the height of pile cover 2；3 points of the core pipe be upper segment and Bottom section immediately below the upper segment, the upper segment and the bottom section are connected as one, it is described under The height of portion section is identical with the height of bottom pile cover section；4 points of the helical blade is to be laid in outside the upper segment The upper blade of side and the lower blade being laid on the outside of the bottom section, the upper blade are connected with the lower blade It is integrated；The upper segment and the upper blade constitute cylindric drill bit, the external diameter of the cylindric drill bit with it is described on The diameter of portion pile cover section is identical, the width of the upper blade from top to bottom all same；The bottom section and the inferior leads Piece constitutes circular cone shape drill bit, and the upper end external diameter of the circular cone shape drill bit is identical with the upper end diameter of bottom pile cover section, The lower end diameter of the lower end external diameter of the circular cone shape drill bit and the bottom pile cover section is identical, the width of the lower blade by Up to it is gradually reduced down；

As shown in figure 3, when rock filling pile progress Stake head handling is squeezed into constructed long spire with pile cover construction, process is such as Under:

Step 601, Stake head handling：In step 5 before the initial set of institute's concrete perfusion, according to the top for the pile body 1 being pre-designed Portion's absolute altitude, any excess concrete for the inside upper part that drilled described in step 2 is taken out, Fig. 3-2 is referred to；Treat that institute's concrete perfusion is whole After solidifying, the pile body 1 of construction molding is obtained；

The height on the top of pile body 1 to the ground is h, and wherein h is less than the height of pile cover 2；

Bored under step 602, pile cover former and form pile cover clay model：By hanging device by the pile cover former lift to Constructed long spire is squeezed on the stake position of rock filling pile, is then turned on the rotating driving device and is driven the pile cover shaping to bore Head is crept into from top to bottom, obtains construction molding and for the pile cover clay model 15 of pile cover 2 of constructing, refer to Fig. 3-5, Fig. 3-6 and Fig. 3- 7；After the completion of drilling, the rotating driving device is closed；

Step 603, the construction of pile cover filling concrete：The pile cover former is carried to pile cover soil upwards by hanging device The outside of mould 15, then filling concrete construction is carried out into pile cover clay model 15, complete the filling concrete work progress of pile cover 2；

Step 604, pile cover shaping：After after institute's concrete perfusion final set in step 603, the pile cover 2 of construction molding, institute are obtained State pile cover 2 positioned at pile body 1 surface and its pour and be integrated with pile body 1, refer to Fig. 3-8.

In the present embodiment, after any excess concrete of the drilling inside upper part is taken out in step 601, shaken using concrete Smash device to vibrate to the concrete in the drilling, then layer protecting film is covered on the pile crown in the drilling, refer to Fig. 3-3 and Fig. 3-4；

After the completion of being crept into step 602, the lower end of the pile cover former core pipe 3 is sleeved on the outside of the upper end of pile body 1；

Hanging device described in step 602 is excavator 12；The pile cover former is lifted on the crane arm of excavator 12 Lower section.

In the present embodiment, the height of the core pipe 3 is more than the height of pile cover 2.

Also, the height of the core pipe 3 is 1.2 times~1.8 times of the height of pile cover 2.

, can according to specific needs during actual processing, the height to core pipe 3 is adjusted accordingly.

In the present embodiment, the diameter D1=Φ 600mm~Φ 2000mm and its height h1=100mm of the top pile cover section ~500mm, the lower end diameter D2=Φ 400mm~Φ 1000mm and its height h2=100mm of bottom pile cover section~ 500mm。

During practice of construction, can according to specific needs, to the top pile cover section diameter D1 and height h1 and it is described under The lower end diameter D2 and height h2 of portion's pile cover section value size are adjusted accordingly respectively.

In the present embodiment, the surface of the core pipe 3 is provided with lower drive shaft 5, and the lower drive shaft 5 is with core pipe 3 in same Axle is laid；Power transmission shaft 6 is coaxially installed with the power output shaft of the rotating driving device, the upper power transmission shaft 6 is located at institute State below rotating driving device, the upper power transmission shaft 6 is located at the surface of lower drive shaft 5 and the two is coaxially connected.

During actual installation, it is attached between the core pipe 3 and lower drive shaft 5 by lower installation board 7, the lower installation board 7 are provided with multiple tracks reinforcing plate 8 with the perpendicular laying of core pipe 3, the lower outside of the lower drive shaft 5, the edge of reinforcing plate 8 described in multiple tracks Circumferencial direction is uniformly laid in the outside of lower drive shaft 5, and reinforcing plate 8 described in multiple tracks is modification of right-angled triangle plate and its bottom is fixed On lower installation board 7.

In the present embodiment, the lower installation board 7 is circular flat board.Also, the lower installation board 7 and reinforcing plate 8 are not Become rusty steel plate.The core pipe 3 is stainless steel tube.

In the present embodiment, be attached between the upper power transmission shaft 6 and lower drive shaft 5 by lower adpting flange 9, it is described under Adpting flange 9 and the perpendicular laying of core pipe 3；The rotating driving device top is equipped with upper adpting flange 10, the rotation driving Device is arranged on hanging device by upper adpting flange 10.

In the present embodiment, the rotating driving device is laid with core pipe 3 in coaxial.

Also, the core pipe 3 is in vertical laying, the lower adpting flange 9 and upper adpting flange 10 are in horizontal layout.

In the present embodiment, the rotating driving device is hydraulic motor 13.

When actual use, the rotating driving device can also use other types of rotational driving device, such as motor Deng.

Meanwhile, as shown in figure 4, pile cover former of the present invention, in addition to master control set 11-1, to the pile cover into Rotation speed detection unit 11-2 and carried out in real time to the steering of the pile cover forming drill that the rotating speed of type drill bit is detected in real time The steering detection unit 11-3 of detection, the rotating driving device is controlled by master control set 11-1；The Rotating speed measring list First 11-2 and steering detection unit 11-3 are connected with master control set 11-1.Thus, actual control is very easy.

In the present embodiment, it is fixed between the core pipe 3 and helical blade 4 with welding manner.The core pipe 3 and lower peace Between dress plate 7, between lower installation board 7 and lower drive shaft 5 and reinforcing plate 8 and lower drive shaft 5 be located in lower adpting flange 9 under It is fixed between the ring flange of side with welding manner.The upper power transmission shaft 6 and flange above in lower adpting flange 9 It is fixed between disk with welding manner.The shell of the hydraulic motor 13 and underlying ring flange in upper adpting flange 10 Between be fixed with welding manner.

In the present embodiment, the diaphragm is plastic foil 14.

In the present embodiment, before any excess concrete of the drilling inside upper part is taken out, first on the drilling orifice The loosened soil and laitance in portion are cleared up.Also, covered on the pile crown in the drilling after one layer of diaphragm, complete pile crown Processing procedure.

In the present embodiment, treat after the completion of Placement of Underwater Concrete for Casting, Stake head handling just can be carried out immediately.Wherein, pile crown Processing includes clearing up the loosened soil and laitance on the drilling orifice top, takes any excess concrete for the inside upper part that drills Go out, the concrete in the drilling is vibrated using concrete vibrating device and the pile crown in the drilling on cover one Described this four steps of diaphragm of layer.

Also, after Placement of Underwater Concrete for Casting is completed 28 days, institute's concrete perfusion solidifies completely, just can enter pile cover Work progress.

In the present embodiment, after the completion of being crept into step 502, the lower end of the pile cover former core pipe 3 is sleeved on pile body 1 Upper end on the outside of, refer to Fig. 3-7.

Carry out before pile cover filling concrete construction, also need artificial in pile cover clay model 15 in the present embodiment, in step 503 Remaining dregs clear up and densification is real.

In the present embodiment, before being crept into from top to bottom using drilling rod, drilling rod is first moved into constructed long spire and is squeezed into rock On the stake position of bored concrete pile, the central axis that now drilling rod is squeezed into rock filling pile along the long spire is laid.

In the present embodiment, using in drilling rod from top to bottom drilling process, the drilling rod is carried out by the way of rotary squeezing Drilling.

In the present embodiment, the drilling rod includes the core bar of inner hollow and is laid in from the bottom to top on the core bar lateral wall Body of rod external thread structure.It is not provided with laterally not going out in cutting tooth, and boring procedure on the body of rod external thread structure Soil, boring procedure is full soil compaction work progress.

During practice of construction, it would however also be possible to employ rotary cutting is drilled with the mode that rotary squeezing is combined.Now, it is described It is provided with cutting tooth, boring procedure and is unearthed laterally on body of rod external thread structure, but amount of being unearthed is very small.Thus, drilled The work progress that journey is combined for cutting with soil compaction, also referred to as half soil compaction work progress.

In the present embodiment, the outside of the helical blade 4 is provided with cutting tooth or blade.

In the present embodiment, pile cover former of the present invention is arranged on the crane arm by upper adpting flange 10.This In embodiment, entered in the crane arm and upper adpting flange 10 of the excavator 12 between ring flange above with welding manner Row is fixed.

It is described above, only it is presently preferred embodiments of the present invention, not the present invention is imposed any restrictions, it is every according to the present invention Any simple modification, change and equivalent structure change that technical spirit is made to above example, still fall within skill of the present invention In the protection domain of art scheme.

Claims

1. a kind of long spire based on circulating mud retaining wall is squeezed into rock filling pile construction method, it is characterised in that this method bag Include following steps：

Step 1: shield-tube embedment and mud circulating system are set：The stake position that rock filling pile is squeezed into constructed long spire is carried out Surveying setting-out, and bury casing on the stake position that surveying setting-out is drawn；Meanwhile, it is squeezed into rock filling pile in constructed long spire Stake position the week side of boss sets mud circulating system；

The mud circulating system includes the mud for being used to store the pulp storage tank of slurry coat method and pump the slurry coat method Starch pumping installations；The section that the casing top is basseted is to be provided with exposed section, the exposed section described in multiple supply The extravasating hole that slurry coat method overflows；

Step 2: drilling and forming hole：It is drilled down into using the casing buried in step one, and using long spire stake machine, drilling is arrived The drilling of construction molding is obtained behind position；

Long spire stake machine includes pile frame and the drilling equipment on pile frame, and the drilling equipment includes drilling rod, coaxial The electronic rotation drive mechanism that drill bit and the driving drilling equipment installed in the drilling rod bottom are continuously rotated, it is described Electronic rotation drive mechanism and the outer end of the drilling rod are connected；The drilling rod is the body of rod of inner hollow, described The grout outlet communicated with inside the drilling rod is provided with drill bit；

Step 3: drilling rod lifting and high pressure pouring mud off：After being crept into place in step 2, the drilling rod is lifted up, directly To by the drilling rod, from being molded, drilling is interior to be proposed；Also, during the drilling rod is lifted up, filled using the mud pumping Put and by the drilling rod from the bottom hole drilled is molded from the bottom to top to continuous pouring slurry coat method in drilling is molded, to institute Shaping drilling carries out mud off；The injection pressure of the slurry coat method is more than 5MPa；

Step 4: steel reinforcement cage is transferred：Constructed long spire is squeezed into the steel reinforcement cage of rock filling pile, decentralization to the drilling being molded It is interior；

Step 5: underwater gliders and slurry coat method are reclaimed：Using concrete pumping equipment and by grouting pipe, under The supreme rock filling pile that is squeezed into constructed long spire carries out Placement of Underwater Concrete for Casting；After after institute's concrete perfusion final set, The long spire for obtaining construction completion is squeezed into rock filling pile；

Slurry coat method is irrigated during Placement of Underwater Concrete for Casting, in step 3 described excessive by what is opened up on the casing Hole discharge is starched, the slurry coat method of discharge the pulp storage tank is recycled to standby；

Long spire of being constructed in step one, which is squeezed into rock filling pile, includes pile body (1) and the pile cover (2) being laid on pile body (1)；

It is squeezed into rock filling pile in step 5 to constructed long spire from the bottom to top to carry out after Placement of Underwater Concrete for Casting, also needs Rock filling pile is squeezed into constructed long spire using pile cover former and carries out Stake head handling and pile cover construction；

The pile cover former includes carrying out pile cover (2) the pile cover forming drill of drilling construction and drives the pile cover shaping to bore The rotating driving device that head is continuously rotated, the rotating driving device is located above the pile cover forming drill, the stake Cap forming drill bit is connected with the rotating driving device；The pile cover (2) includes top pile cover section and bottom pile cover Section, the top pile cover section is round table-like, and the bottom pile cover section is circular cone shape, and the diameter of the bottom pile cover section is by up to Under be gradually reduced and the diameter of its upper end diameter and the top pile cover section is identical；The pile cover (2) is the pile cover of bored concrete pile, institute The diameter for stating bored concrete pile is identical with the lower end diameter of bottom pile cover section；The pile cover forming drill includes can be same from top to bottom Core pipe (3) and the helical-blade that is from top to bottom laid in core pipe (3) lateral wall on of the axle sleeve on the pile body (1) of the bored concrete pile Piece (4), the internal diameter of the core pipe (3) is not less than the diameter of pile body (1)；The core pipe (3) is arranged on the rotating driving device On, the core pipe (3) is connected with the rotating driving device；The height of the core pipe (3) is not less than pile cover (2) Highly, the height of the helical blade (4) is identical with the height of pile cover (2)；The core pipe (3) is divided into upper segment and positioned at institute The bottom section immediately below upper segment is stated, the upper segment and the bottom section are connected as one, the bottom section Height and the bottom pile cover section height it is identical；The helical blade (4), which is divided into, to be laid on the outside of the upper segment Upper blade and the lower blade being laid on the outside of the bottom section, the upper blade are connected as one with the lower blade Body；The upper segment and the upper blade constitute cylindric drill bit, external diameter and the top stake of the cylindric drill bit The diameter of cap section is identical, the width of the upper blade from top to bottom all same；The bottom section and the lower blade group Into circular cone shape drill bit, the upper end external diameter of the circular cone shape drill bit is identical with the upper end diameter of bottom pile cover section, described The lower end external diameter of circular cone shape drill bit is identical with the lower end diameter of bottom pile cover section, and the width of the lower blade is by up to Under be gradually reduced；

Step 601, Stake head handling：In step 5 before the initial set of institute's concrete perfusion, according to the top for the pile body (1) being pre-designed Absolute altitude, any excess concrete for the inside upper part that drilled described in step 2 is taken out；After after institute's concrete perfusion final set, constructed The pile body (1) of shaping；

Height at the top of the pile body (1) to ground is h, and wherein h is less than the height of pile cover (2)；

Bored under step 602, pile cover former and form pile cover clay model：The pile cover former is lifted to being applied by hanging device Section chief's spiral extruding rock-entering cast-in-place stake position on, be then turned on the rotating driving device and drive the pile cover forming drill by On be drilled down into, obtain construction molding and for the pile cover clay model (15) of pile cover (2) of constructing；After the completion of drilling, the rotation is closed Rotary driving device；

Step 603, the construction of pile cover filling concrete：The pile cover former is carried to pile cover clay model upwards by hanging device (15) outside, then the progress filling concrete construction into pile cover clay model (15), the filling concrete for completing pile cover (2) were constructed Journey；

Step 604, pile cover shaping：It is described after after institute's concrete perfusion final set in step 603, obtaining the pile cover (2) of construction molding Pile cover (2) is located at the surface of pile body (1) and it pours with pile body (1) and is integrated.

2. being squeezed into rock filling pile construction method according to the long spire based on circulating mud retaining wall described in claim 1, it is special Levy and be：Casing described in step one by with construction long spire to be squeezed into rock filling pile be in the cylindrical barrel coaxially laid, The height of the casing by 1m~2m and its internal diameter than construction long spire be squeezed into the big 150mm of pile body diameter of rock filling pile~ 250mm；The casing is by steel plate bending and is welded, and is provided with the outside of the upper, middle and lower of the casing together Multiple suspension ring are provided with the top of reinforcement, the casing.

3. rock filling pile construction method is squeezed into according to the long spire based on circulating mud retaining wall described in claim 1 or 2, its It is characterised by：When carrying out embedded to the casing in step one, process is as follows：

Excavated in step 101, the stake position drawn in surveying setting-out a diameter than the big 50cm~80cm of external diameter of the casing and Depth is more than the round pool of the casing height；

Step 102, the round pool bottom tile one layer of clay and compacting after, the casing is transferred to the round pool；

Step 103, after the casing decentralization in place after, using between the crater wall of the casing and the round pool backfill clay simultaneously The casing is fixed the mode of compaction in layers, and forms clay fixed bed；The clay fixed bed top is far from ground Highly it is 15cm~25cm；

The concrete fixed bed of concrete perfusion formation, the coagulation between the crater wall of step 104, the casing and the round pool Native fixed bed is located above the clay fixed bed, top surface and the ground flush of the concrete fixed bed；

4. rock filling pile construction method is squeezed into according to the long spire based on circulating mud retaining wall described in claim 1 or 2, its It is characterised by：Mud pumping device described in step one includes slush pump and the ground pump being connected with the slush pump；

Before carrying out drilling rod lifting and high pressure pouring mud off in step 3, first pass through Grouting Pipe by the rear end of the drilling rod with The pumping outlet connection of the ground pump；

Using the mud pumping device and by the drilling rod from the bottom hole of drilling is molded from the bottom to top to institute in step 3 In shaping drilling during continuous pouring slurry coat method, the slurry coat method in the pulp storage tank is pumped to using the slush pump described In the hopper of ground pump, then using the ground pump and by the drilling rod from the bottom to top to be molded drill in continuous pouring retaining wall mud Slurry.

5. rock filling pile construction method is squeezed into according to the long spire based on circulating mud retaining wall described in claim 1 or 2, its It is characterised by：Mud circulating system described in step one also includes multiple sedimentation basins for being precipitated to the slurry coat method With the mud reflux line being connected with multiple extravasating holes, multiple sedimentation basins are connected with the mud reflux line；

6. being squeezed into rock filling pile construction method according to the long spire based on circulating mud retaining wall described in claim 1, it is special Levy and be：After any excess concrete of the drilling inside upper part is taken out in step 601, using concrete vibrating device to described Concrete in drilling is vibrated, then covers layer protecting film on the pile crown in the drilling；

After the completion of being crept into step 602, the lower end of the pile cover former core pipe (3) is sleeved on the outside of the upper end of pile body (1)；

Hanging device described in step 602 is excavator (12)；The pile cover former is lifted on the crane arm of excavator (12) Lower section.

7. rock filling pile construction method is squeezed into according to the long spire based on circulating mud retaining wall described in claim 1 or 2, its It is characterised by：Drilling rod described in step 2 is the assembly type drilling rod being spliced by multiple drilling rod sections, multiple drilling rod sections Duan Bushe on the same line, is fastenedly connected by connector between neighbouring two drilling rod sections and is integrated；It is many The individual drilling rod section includes the straight core bar of inner hollow and is from top to bottom laid on the straight core bar lateral wall Helical blade；The electronic rotation drive mechanism is unit head, and the assembly type drilling rod is driven by the unit head and carried out continuously Rotate；

During being drilled down into step 2 using long spire stake machine, 1.5m~2.5m is often drilled down into, to the drilling rod Perpendicularity carries out one-time detection, and the perpendicularity of the drilling rod is adjusted according to testing result；

Slurry coat method described in step 3 is polymer mud；

During drilling rod is lifted up described in step 3, it is molded and the mud face of slurry coat method is injected in drilling is higher by and is applied More than level of ground water 1.0m at section chief's spiral extruding rock-entering cast-in-place construction location, the drill bit is in is molded drilling all the time Below the mud face of interior injected slurry coat method, and there is more than 10 meters of slurry coat method in the drilling rod all the time；

Carried out in step 4 before steel reinforcement cage decentralization, colligation, and the fixed survey on the steel reinforcement cage are first carried out to the steel reinforcement cage Deep pipe；Be provided with multigroup spacer bar on the steel reinforcement cage, length direction of multigroup spacer bar along the steel reinforcement cage by A-P is laid, and the spacing between spacer bar described in front and rear two adjacent groups is 1.5m~2.5m；Steel is positioned described in every group Muscle includes the spacer bar that multiple tracks is along the circumferential direction uniformly laid on the outside of the steel reinforcement cage, spacer bar described in multiple tracks It is laid on the same cross section of the steel reinforcement cage；Multigroup spacer bar formation is located at the tubular on the outside of the steel reinforcement cage Location structure, the external diameter of the tubular location structure is not more than the aperture for being molded drilling；

In step 4 after the completion of steel reinforcement cage decentralization, the steel reinforcement cage upper weld is fixed on described in step one on casing；

Constructed long spire is squeezed into from the bottom to top in step 5 during rock filling pile progress Placement of Underwater Concrete for Casting, The pipe laying depth of the grouting pipe be 1.5m~8m, and the Placement of Underwater Concrete for Casting time be not more than 1.5 hours.

8. rock filling pile construction method is squeezed into according to the long spire based on circulating mud retaining wall described in claim 1 or 2, its It is characterised by：Grouting pipe described in step 5 is seamless steel pipe and its external diameter is Φ 200mm~Φ 300mm, and the slip casting is led Pipe is spliced from the bottom to top by multiple catheter sections, and the catheter section in multiple catheter sections positioned at topmost is It is located at the catheter section of foot in top segment, multiple catheter sections for bottom segment, in the grouting pipe The catheter section in addition to the top segment and the bottom segment is interstitial segment, and the length of the interstitial segment is 2.5m~3.5m, the length of the bottom segment is 4m~6m, and the length of the top segment is 0.3m~2m；The bottom section The bottom coaxial sleeve of section is equipped with steel fixing collar；

Be attached between neighbouring two catheter sections by flange, the flange and the catheter section that is connected it Between sealed by sealing ring；The external diameter of the flange is than the big 80mm~120mm of external diameter of the grouting pipe, the flange Outer sheath is equipped with the cone-shaped shield that diameter gradually increases from the bottom to top；

Constructed long spire is squeezed into from the bottom to top in step 5 during rock filling pile progress Placement of Underwater Concrete for Casting, The grouting pipe is lifted up, and to from top to bottom being torn open to the catheter section in the grouting pipe Remove；

The top of grouting pipe described in step 5 is equipped with the funnel for concrete perfusion；From the bottom to top to constructed long spire It is squeezed into during rock filling pile progress Placement of Underwater Concrete for Casting, according to the liquid level being molded in drilling to the leakage The height of bucket is adjusted：When constructed long spire is squeezed into the liquid that the stake top of rock filling pile is highly not higher than molded in drilling During the height of position, the funnel is than being molded at least high 2.0m of liquid level in drilling；Filled when constructed long spire is squeezed into rock When noting the stake top of stake highly higher than the liquid level being molded in drilling, the funnel is than being molded the liquid level in drilling extremely Few high 1.5m.

9. rock filling pile construction method is squeezed into according to the long spire based on circulating mud retaining wall described in claim 1 or 2, its It is characterised by：The top of grouting pipe described in step 5 is equipped with the funnel for concrete perfusion, and the funnel is deposited with being used for Store up the storage bin hopper connection of concrete；

When being squeezed into rock filling pile progress Placement of Underwater Concrete for Casting in step 5 to constructed long spire from the bottom to top, process It is as follows：

Step 501, conduit are hung：The grouting pipe is lifted and transferred to being molded in drilling, until the grouting pipe Distance of the bottom away from be molded drilling hole bottom is 300mm~500mm；

Step 502, water proof plug or guiding valve suspension：Water proof plug or guiding valve are suspended on by slip casting described in step 501 using suspension silk On liquid level in conduit, and the bottom of the water proof plug or guiding valve is set to be close to the liquid level in the grouting pipe；

Step 503, first batch of concrete pouring：First 0.1m is injected into the grouting pipe and the funnel³~0.3m³Cement mortar, The cement mortar injected is located above the water proof plug or guiding valve；Inject concrete into the funnel again, and according to Predetermined first batch of concrete pouring amount and the concrete needed for first batch of concrete pouring is prepared enough by the storage bin hopper and the funnel；It Afterwards, cut described in step 502 and hang silk, the water proof plug or guiding valve is moved down and stay in the bottom hole for being molded drilling； Irrigated after the concrete needed for first batch of concrete pouring to after being molded in drilling, complete first batch of concrete pouring process；

Step 504, concrete continuous pouring：In step 503 after the completion of first batch of concrete pouring, coagulation is carried out continuously by the grouting pipe Soil perfusion, until completion is constructed, long spire is squeezed into rock filling pile and carries out Placement of Underwater Concrete for Casting process；