CN105239563B - A kind of supporting rotary drilling rig dry method pore-creating filling pile structure of grouting behind shaft or drift lining and construction method - Google Patents

A kind of supporting rotary drilling rig dry method pore-creating filling pile structure of grouting behind shaft or drift lining and construction method Download PDF

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CN105239563B
CN105239563B CN201510707554.XA CN201510707554A CN105239563B CN 105239563 B CN105239563 B CN 105239563B CN 201510707554 A CN201510707554 A CN 201510707554A CN 105239563 B CN105239563 B CN 105239563B
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pile
grouting
concrete
hole
slip casting
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CN201510707554.XA
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Chinese (zh)
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CN105239563A (en
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安光文
邓竹林
王德斌
周永国
龙忠兴
莫人普
张军
杨正贵
张廷方
韩金富
先风云
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贵州开磷建设集团有限公司
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Abstract

The invention discloses a kind of supporting rotary drilling rig dry method pore-creating filling pile structure of grouting behind shaft or drift lining and construction method, the filling pile structure includes the hole pile body being arranged in terrace, hole pile body is made up of concrete and the steel reinforcement cage being arranged in concrete, steel reinforcement cage includes being uniformly distributed into the cage bar of cylinder, stirrup and Reinforced Hoop are respectively arranged with the outside of cage bar and inner side, steel reinforcement cage is evenly distributed in the circumferential direction there are some Grouting Pipes;The construction method step includes (1) cleaning and smooth location;(2) surveying setting-out and embedded stake position;(3) rig creeps into top layer and embedded steel pile casting in place;(4) pile center's line is checked;(5) stake holes is crept into;(6) supporting course and pore-forming inspection;(7) borehole cleaning;(8) Grouting Pipe makes and installed;(10) concreting conduit is installed;(11) concreting;(12) clear water splits logical Grouting Pipe;(13) slip casting.Using structure of the present invention and method, an end in-rock segment side friction is improved.

Description

A kind of supporting rotary drilling rig dry method pore-creating filling pile structure of grouting behind shaft or drift lining and construction method

Technical field

The invention belongs to churning driven mechanical hole perfusion post technical field, is specifically related to a kind of supporting churning driven of grouting behind shaft or drift lining Machine dry method pore-creating filling pile structure and construction method.

Background technology

Conventional rotary drilling rig pore-creating filling pile has the advantages that speed of application is fast, flexible and convenient operation, by more and more Unit in charge of construction favor pore-forming.Churning driven mechanical hole building has two ways at present:

The first is mud off pore-forming, and mud is retaining wall and suspension body refuse in the main function of pile foundation construction, be can be achieved Secondary pile hole cleaning before the pile concreting of hole;

Second is preferable in geological conditions, and dry method pore-forming is used under conditions of soil layer is relatively stable;

Above two pore-forming mode is in implementation process, only when following situations occurs in filling concrete stake holes stake, Pile foundation processing is implemented using Post Grouting Technique:

(1) quality problems such as sediment is blocked up, are found after testing, are noted using the stake internal drilling in casting concrete Slurry, consolidation process is carried out to sediment of the hole bottom;

(2), pile foundation bearing capacity can not meet design requirement, the built-in slip casting pipe slip casting in stake;

(3), scene can not implement larger-diameter churning driven pore-creating filling pile, the built-in slip casting pipe slip casting in stake.

Existing filling pile structure is varied, for example, Publication No. CN103850251A Chinese patent discloses one Kind Model analysis, belong to the burying technology field of Model analysis load box.It includes a load box, epimere steel Muscle cage is connected with the top and bottom of load box respectively with hypomere steel reinforcement cage, is welded with and is led between epimere steel reinforcement cage and load box To muscle;The outer rim of the epimere steel reinforcement cage and hypomere steel reinforcement cage is provided with stirrup outside steel reinforcement cage, in the hypomere steel reinforcement cage Lower end is provided with annular slab.Hypomere steel reinforcement cage bottom is welded with annular slab, and steel reinforcement cage and load box can be made to try one's best when embedded holding At stake holes center, two bottom offset bar data deviations will not be caused excessive during late detection.But existing churning driven Machine pore-creating filling pile reliability is low, particularly in the case of complex geologic conditions, the difficult control of sediment of the hole bottom thickness, seriously The bearing capacity of end-bearing pile is influenceed, very big potential safety hazard is brought to engineering, it is serious to restrict answering for churning driven mechanical hole perfusion post Use scene.

Using above-mentioned bored concrete pile and its construction technology, in actual applications, following deficiency is primarily present:

(1), rotary drilling rig mud off pore-creating filling pile, need to prepare mud and mud conditioning in pore forming process, deposit Problem of environmental pollution to a certain extent.Due to slurrying, just there must be mud pit, slurrying material and slush pump It is high Deng facility, equipment, construction cost.Can also have that reason, bottom hole sediment thickness surpass because concentration of hydraulic mixture, borehole cleaning be not thorough etc. simultaneously Target phenomenon happens occasionally, serious pile foundation bearing capacity;

(2), churning driven dry method pore-forming, behind whole hole and borehole cleaning can only be carried out before reinforcing bar cage hoisting, reinforcing bar cage hoisting is in place Afterwards, secondary pile hole cleaning can not just be realized.Once in reinforcing bar cage hoisting, tremie installation process, occur hole wall is scaling-off will Increase bottom hole sediment, cause slagging thickness exceeded;

(3) when, finding the quality problems such as pile bottom sediment is blocked up after testing, then in stake internal drilling slip casting, be one kind remedy plus Gu mode, cost is high, construction period length.There is also perforation or skew during stake internal drilling because degree control is bad be present, influence Grouting consolidation effect.

The content of the invention

To solve the above problems, the invention provides a kind of supporting rotary drilling rig dry method pore-creating filling pile structure of grouting behind shaft or drift lining and Construction method.

The present invention is achieved by following technical solution.

A kind of supporting rotary drilling rig dry method pore-creating filling pile structure of grouting behind shaft or drift lining, including the hole pile body being arranged in terrace, The hole pile body is made up of concrete and the steel reinforcement cage being arranged in concrete, and the steel reinforcement cage includes being uniformly distributed into cylinder The cage bar of shape, is respectively arranged with stirrup and Reinforced Hoop in the outside of cage bar and inner side, the steel reinforcement cage along the circumferential direction uniform cloth It is equipped with some Grouting Pipes;It is side wall grouting section that the hole pile body bottom, which is located at below rock stratum, and is set in side wall grouting section bottom It is equipped with sediment consolidation section;The Grouting Pipe is formed by lengths of steel pipes and positioned at the floral tube section of steel pipe pars infrasegmentalis, and lengths of steel pipes top is set It is set to the joint with screw thread.

The lengths of steel pipes top is provided with triple valve, and ball valve A is provided with triple valve, while is located in lengths of steel pipes Ball valve B is additionally provided with above triple valve.

The Grouting Pipe uses DN25 seamless steel pipe, pipe thickness 3mm, is when Grouting Pipe and type ultrasonic testing tube DN25 seamless steel pipe, pipe thickness 3mm, uses mechanical connection.

The floral tube section is to process some slurry outlets in Grouting Pipe lower part to be formed, and the length of floral tube section is hole pile body Length in embedded rock stratum, the aperture of slurry outlet is 6~8mm, and is evenly arranged floral tube Duan Shangcheng is quincunx, and slurry outlet is in flower The spacing that is vertically arranged on pipeline section is 50mm.

The slurry outlet is closed with drawing pin and wrapped up, the winding of slurry outlet external application adhesive tape.

The quantity of the Grouting Pipe is 3~5.

A kind of construction method of the supporting rotary drilling rig dry method pore-creating filling pile structure of grouting behind shaft or drift lining:Including following method and step:

(1) cleaning and smooth location:Place is carried out to clear up smooth, compacting, suitable jack lift, concrete tank come in and go out Job site, the flatness and compactness on stake holes periphery must meet the bore operation requirement of rotary drilling rig;

(2) surveying setting-out and embedded stake position:Ground elevation is measured using measuring instrument, it is flat to make construction according to construction needs Station symbol is high, and measures and make pile foundation center, sets cross fender pile;

(3) rig creeps into top layer and embedded steel pile casting in place:Concrete operation method is as follows:

A, rig position is determined, and lime wire tag is spilt in rig position surrounding;

B, mark position, positioning, rotary drilling rig is opened to lime wire tag position, no longer moved;

C, connect fender pile, draw cross hairs adjustment bit central align piles position center, adjusted by the instrument and equipment of rig itself Whole good drilling rod, mast vertical degree and lock;

D, start bore operation, during drilling should it is first slow after it is fast, it be 400~500mm to start each drilling depth, when hole depth meets shield During cylinder fitting depth, stop drilling installation steel pile casting;

(4) pile center's line is checked:After steel pile casting is in place, measurement control stake review palpus review pile center coordinate in use, Fender pile is checked simultaneously, checks whether it is displaced by;

(5) stake holes is crept into:By the instrument and equipment of rig itself adjust drilling rod, mast vertical degree and lock;Drilling Shi Yingxian is rear fast slowly, and it is 40~50cm to start each drilling depth, confirms whether underground is unfavorable stratum, is such as crept into just after 5 meters of drilling depth Often, drilling depth is increased, per secondary control in 70~90cm;

(6) supporting course and pore-forming inspection:When drilling hole bottom reaches the supporting course absolute altitude of design requirement, personnel are surveyed to holding by ground Power layer carries out live confirmation;After confirmed supporting course meets design requirement, piling embedded rock is carried out, when bottom hole absolute altitude meets that embedding rock is deep When spending, supporting course, hole depth, aperture, hole wall perpendicularity, precipitation thickness are checked;

(7) borehole cleaning:Bottom hole cleaning is immediately carried out after whole hole checks, supporting course and pore-forming inspect for acceptance it is qualified after, by drill bit Change hole cleaner into, the clear soil that dallies is carried out in former depths, rotating speed is 10 revs/min, then stops operating, lifts drilling rod, when carrying brill Drilling rod must not be turned round;

(8) Grouting Pipe makes and installed;

(9) reinforcing bar cage hoisting is in place:Before reinforcing bar cage hoisting, specification, bar gauge and the quantity of steel reinforcement cage are checked Whether the installation with Grouting Pipe is reliable;When crane lays steel reinforcement cage, often save steel reinforcement cage and ensure there is three suspension centres, and crane size Hook is used cooperatively and slings steel reinforcement cage;Steel reinforcement cage ensures that the center of steel reinforcement cage is consistent with stake holes center in being tackled before entering hole;

(10) concreting conduit is installed;

(11) concreting;

(12) clear water splits logical Grouting Pipe:Clear water is done after concrete final set to Grouting Pipe and splits logical, checks except playing and equipment and is Outside the sealing and serviceability rate of system, there are two important function in pile grouting:First, dredging slip casting passage;Second, by sediment And the fine fraction in mud layer is depressed into range of grouting;Clear water splits logical pressure water general control in 0.2~0.6m3, pressure water time For 2~3 minutes, it is defined by pressing to lead to, i.e., pressure is pumped and can be decreased obviously after leading to;

(13) slip casting:

A, packer permeability test before slip casting, packer permeability test must be first carried out before slip casting, to confirm whether Grouting Pipe blocks again, really Determine slip casting initial pressure;

B, grouting behind shaft or drift lining operation initial time, order and speed should meet following requirements:

A, concrete strength is more than the 80% of design load during slip casting operation, and ultrasound examination is carried out before slip casting;

B, slip casting operation and the distance of pore-forming setting are preferably 8~10m;

C, equivalent slip casting is implemented successively to each Grouting Pipe of same pile;

D, for preferably first peripheral, the rear inside of pile group slip casting;

C, grouting parameter should meet following requirements:

A, the slurries that slip casting is prepared using 42.5 grades of Portland cements of PO, the ratio of mud take 0.5~0.6, first during slip casting Underflow after thin pulp;

B, grouting pressure reaches the final pressure of requirement, and it is 10min~15min to keep final pressure, and end pressure is 2 times of initial pressure ~3 times;After slip casting terminates, slip casting tube end should take machine plugging to close slurry, close slurry the time typically should at least keep 24h~48h It can just withdraw, the partial dilution to prevent underground water to slurries, cause the reduction of slurry consolidation intensity;

C, flow rate of grouting is no more than 75L/min;

D, such as there is grouting pressure and grout or holes around grout leaking occur less than normal value or ground for a long time, between should being changed to Have a rest slip casting, the intermittent time is preferably 30~60min, or turns down the slurries ratio of mud;

When e, starting slip casting, grouting pressure can be higher, observes the injection situation of pressure gauge and slurries, and makes a record;Such as Fruit occurs that pressure is higher, insufficient or stake side is overflow slurry, it should taken measures according to specification;

D, the curing time after slip casting is 7d.

Step (8) Grouting Pipe makes and installation steps are as follows:

(1) slip casting is made:

The joint that Grouting Pipe is divided into lengths of steel pipes, floral tube section and upper bands screw thread is processed making A,;

B, floral tube section is processed into Grouting Pipe bottom, the length of floral tube section is the length of the embedding rock in stake end, and slurry outlet aperture is 6 ~8mm, the vertical spacing 50mm of eyelet, quincunx to be evenly arranged, slurry outlet is closed with drawing pin and wrapped up, and slurry outlet external application adhesive tape twines Around;

(2) Grouting Pipe is installed:3~5 steel pipes are evenly arranged as Grouting Pipe along the circumferencial direction of steel reinforcement cage 3;Grouting Pipe with The colligation of steel reinforcement cage reinforcement connects, 60cm above ground level at the top of Grouting Pipe.

The installation method step of concreting conduit is as follows in the step (10):

A, enough concreting conduits are prepared according to hole depth, conduit full-length is 2000mm, a diameter of 300mm; When stake footpath is less than 800mm, a diameter of 200mm tremie should be selected;

B, concreting conduit has the jackscrew and cushion rubber of abundance before use, should carry out trying spelling and air-tight test, Conduit should it is straight, sealing it is water-tight;

C, when there is water not drain in hole, handled using water proof ball;

D, determine concreting conduit away from hole bottom distance:When stake footpath is less than 1500mm, concreting conduit is away from hole Bottom distance be 300~500mm, when stake footpath is more than or equal to 1500mm, concreting conduit away from hole bottom distance for 200~ 300mm。

Concreting includes following method and step in the step (11):

A, concrete mix is determined by testing, the slump of concrete is 160~200mm;Pour into a mould the number of concrete Amount is noted down by field technician, is measured at any time and is recorded concreting conduit buried depth and the surface of concrete is high Degree;

B, concrete continuously should be sent into storage bin hopper by first batch of concrete, as stake footpath≤1500mm, storage bin hopper volume be 2.5~ 3m3, as stake footpath≤2000mm, storage bin hopper volume is 4~4.5m3, after hopper fills concrete disposably in input stake holes;

C, continuous pouring concrete, and control and promote concreting conduit speed;

D, when concrete is transported to perfusion place, uniformity, the slump of each car concrete are detected, after meeting the requirements Carry out concrete pouring;

E, in filling process, with sounding bob well logging hole inner concrete face position, concreting conduit is adjusted in time and is buried Deep, concreting depth of tremie is controlled in the range of 2~6m;

F, filling concrete absolute altitude should be higher by 500~1000mm of designed elevation.

The beneficial effects of the invention are as follows:

Compared with prior art, the supporting rotary drilling rig dry method pore-creating filling pile structure not only stake of grouting behind shaft or drift lining of the present invention End sediment can be consolidated effectively, and stake end in-rock segment side friction is high, and the more existing rotary drilling rig pore-forming of bearing capacity of stake fills It is high to note stake, has broad application prospects.Because pile foundation has higher bearing capacity, meeting building (structures) to stake Under conditions of the required bearing capacity of base, can reduce a footpath reduces construction costs.Dry method pore-forming is used additionally, due to this product, Reduce slurrying and processing, engineering cost can be reduced, reduced environmental pollution.

The present invention is by using dry method pore-forming, without mud off in pore forming process, using special hole cleaner borehole cleaning, in steel Grouting Pipe is arranged in muscle cage, an end in-rock segment side friction is improved in pile end grouting to consolidate sediment after concreting.

Brief description of the drawings

Fig. 1 is the process chart of construction method of the present invention;

Fig. 2 is that the horizontal layout of hole stake of the present invention is intended to;

Fig. 3 is Fig. 2 A-A direction views;

Fig. 4 is the perspective view of bored concrete pile of the present invention;

Fig. 5 is floor plan of the Grouting Pipe in steel reinforcement cage in the present invention;

Fig. 6 is the perspective view of steel reinforcement cage in the present invention;

Fig. 7 is Grouting Pipe floral tube part mplifying structure schematic diagram in the present invention;

Fig. 8 is Grouting Pipe pipe fitting head mplifying structure schematic diagram in the present invention.

In figure:1- holes pile body, 2- concrete, 3- steel reinforcement cages, 4- Grouting Pipes, 5- terraces, 6- rock stratum, 7- side wall groutings Section, 8- sediments consolidation section, 31- cage bars, 32- stirrups, 33 Reinforced Hoops, 41- lengths of steel pipes, 43- floral tube sections, 411- triple valves, 412- Ball valve A, 413- ball valve B.

Embodiment

Technical scheme is further described below in conjunction with the accompanying drawings, but claimed scope is not limited to institute State.

As shown in Figures 1 to 7, the supporting rotary drilling rig dry method pore-creating filling pile structure of a kind of grouting behind shaft or drift lining of the present invention, Including the hole pile body 1 being arranged in terrace 5, the hole pile body 1 is by concrete 2 and the steel reinforcement cage being arranged in concrete 23 Composition, the steel reinforcement cage 3 include being uniformly distributed into the cage bar 31 of cylinder, and hoop is respectively arranged with the outside of cage bar 31 and inner side Muscle 32 and Reinforced Hoop 33, the steel reinforcement cage 3 is evenly distributed in the circumferential direction some Grouting Pipes 4.The technical scheme passes through in steel Grouting Pipe 4 is arranged in muscle cage 3, stake end in-rock segment side friction is improved in pile end grouting to consolidate sediment after concreting;Institute It is side wall grouting section 7 to state the bottom of hole pile body 1 to be located at the lower section of rock stratum 6, and sediment consolidation section is provided with the bottom of side wall grouting section 7 8;Floral tube section 42 of the Grouting Pipe 4 by lengths of steel pipes 41 and positioned at the bottom of lengths of steel pipes 41 forms, and the top of lengths of steel pipes 41 is arranged to Joint with screw thread.

The top of lengths of steel pipes 41 is provided with triple valve 411, and ball valve A412 is provided with triple valve 411, while In lengths of steel pipes 41 ball valve B413 is additionally provided with positioned at the top of triple valve 411.

To ensure Grouting Pipe bonding strength, the Grouting Pipe 4 is using DN25 seamless steel pipe, pipe thickness 3mm.As after DN50 seamless steel pipes, pipe thickness 3mm are used when Grouting Pipe and sound detecting pipe.Water-stop glue band is twined at screw when pipeline connects, and Firmly tighten, Grouting Pipe 4 in a pre-installation must water filling pressure testing, with check pipeline whether seepage.

The floral tube section 42 is to process some slurry outlets in the lower part of Grouting Pipe 4 to be formed, and the length of floral tube section 42 is hole Pile body 1 is embedded in the length in rock stratum 6, and the aperture of slurry outlet is 6~8mm, and is evenly arranged in floral tube section 42 into quincunx, Be vertically arranged spacing of the slurry outlet in floral tube section 42 is 50mm.

The slurry outlet is closed with drawing pin and wrapped up, the winding of slurry outlet external application adhesive tape.The bottom of floral tube section 42 is provided with stifled Silk closure.

The quantity of the Grouting Pipe 4 is 3~5.The quantity of the Grouting Pipe 4 is relevant with the diameter of hole stake;When stake footpath≤ During 1600mm, 3 are arranged;As 1600mm < stakes footpath≤2000mm, 4 are arranged;When 2000mm < stakes footpath≤2800mm, arrangement 5.During such as sound detecting pipe and Grouting Pipe, Grouting Pipe uses DN50 steel pipes, and top becomes DN25 pipe collars connection grouting valve, note using DN50 Slurry pipe 4 is connected with the reinforcement colligation of steel reinforcement cage 3, the top of Grouting Pipe 4 60cm above ground level, in favor of mortar depositing construction.

As shown in Figure 4, Figure 5, the colligation of Grouting Pipe 4 in put more energy into hoop 33 outside, and with the colligation of stirrup 32.Steel reinforcement cage 3 So the bottom of cage bar 31 should flush.Grouting Pipe 4 must also be ensured that the end of floral tube section 42 flushes with stake bottom when installing, it is therefore desirable to compare The stake slightly lower 10~20mm in bottom.

The construction method step that the present invention is further described with reference to Fig. 1 to Fig. 8 is as follows:

(1) cleaning and smooth location:Place is carried out to clear up smooth, compacting, suitable jack lift, concrete tank come in and go out Job site, the flatness and compactness on stake holes periphery must also meet the bore operation requirement of rotary drilling rig;Job site simultaneously Water, electricity, road threeway, reach construction requirement;

(2) surveying setting-out and embedded stake position:Ground elevation is measured using measuring instrument, it is flat to make construction according to construction needs Station symbol is high, and measures and make pile foundation center, sets cross fender pile;What concrete operation method was provided drawing before going into operation as follows The progress of all piles basis coordinates is compound, and measuring instrument should be carried out in accordance with regulations and use after the assay was approved;Its ground elevation is measured, according to applying Work needs to make construction platform absolute altitude;Accurate measurement makes pile foundation center, and sets cross fender pile;

(3) rig creeps into top layer and embedded steel pile casting in place:Concrete operation method is as follows:

A, rig position is determined, and lime wire tag is spilt in rig position surrounding;

B, mark position, positioning, rotary drilling rig is opened to lime wire tag position, no longer moved;

C, connect fender pile, draw cross hairs adjustment bit central align piles position center, adjusted by the instrument and equipment of rig itself Whole good drilling rod, mast vertical degree and lock;

D, start bore operation, during drilling should it is first slow after it is fast, it be 400~500mm to start each drilling depth, when hole depth meets shield During cylinder fitting depth, stop drilling installation steel pile casting;

In the technical program, steel pile casting length is 2000~6000mm, and wall thickness is that the thick steel plates of 10~12mm make, steel The internal diameter of casing is bigger 200mm than stake footpath, and the embedding construction ground that is higher by is not less than 300mm.

(4) pile center's line is checked:After steel pile casting is in place, measurement control stake review palpus review pile center coordinate in use, Fender pile is checked simultaneously, checks whether it is displaced by;

(5) stake holes is crept into:By the instrument and equipment of rig itself adjust drilling rod, mast vertical degree and lock;Drilling Shi Yingxian is rear fast slowly, and it is 40~50cm to start each drilling depth, confirms whether underground is unfavorable stratum, is such as crept into just after 5 meters of drilling depth Often, drilling depth can be suitably increased, per secondary control in 70~90cm;

(6) supporting course and pore-forming inspection:When drilling hole bottom reaches the supporting course absolute altitude of design requirement, personnel are surveyed to holding by ground Power layer carries out live confirmation;After confirmed supporting course meets design requirement, piling embedded rock is carried out, when bottom hole absolute altitude meets that embedding rock is deep Spend (or stake bottom projected depth) when, unit in charge of construction, management (construction) unit, survey & design units to supporting course, hole depth, aperture, Hole wall perpendicularity, precipitation thickness etc. are checked, detection instrument, lining rope, inspection hole device etc. are got out before detection;

(7) borehole cleaning:Bottom hole cleaning is immediately carried out after whole hole checks, supporting course and pore-forming inspect for acceptance it is qualified after, by drill bit Change hole cleaner into, the clear soil that dallies is carried out in former depths, rotating speed is 10 revs/min, then stops operating, lifts drilling rod, when carrying brill Drilling rod must not be turned round;Sediment thickness is detected using plumb bob or sediment detector, after sediment thickness detection is qualified, used immediately Lining rope detects hole depth.

(8) Grouting Pipe makes and installed:Its operating procedure is as follows:

Make slip casting:

A, the joint for lengths of steel pipes 41, floral tube section 42 and upper bands screw thread is divided to be processed making Grouting Pipe 4;

To ensure Grouting Pipe bonding strength, Grouting Pipe 4 is used DN25 seamless steel pipes, pipe thickness 3mm, connected using machinery Connect;DN50 seamless steel pipes, pipe thickness 3mm are used during such as grouting behind shaft or drift lining pipe and sound detecting pipe;When pipeline connects sealing is twined at screw Adhesive tape, and firmly tightening, Grouting Pipe in a pre-installation must water filling pressure testing, with check pipeline whether seepage;

B, floral tube section 42 is processed into the bottom of Grouting Pipe 4, the length of floral tube section 42 is the length of the embedding rock 6 in stake end, slurry outlet Aperture is 6~8mm, and the vertical spacing 50mm of eyelet, quincunx to be evenly arranged, slurry outlet is closed with drawing pin and wrapped up, slurry outlet external application Adhesive tape is wound;

Grouting Pipe is installed:3~5 steel pipes are evenly arranged as Grouting Pipe 4 along the circumferencial direction of steel reinforcement cage 3;

The arrangement radical of Grouting Pipe 4 determines according to the diameter of hole stake, as stake footpath≤1600mm, arranges 3;Work as 1600mm During < stakes footpath≤2000mm, 4 are arranged;As 2000mm < stakes footpath≤2800mm, 5 are arranged.During such as sound detecting pipe and Grouting Pipe, note Slurry pipe uses the steel pipes of φ 50, and top becomes DN25 pipe collars connection grouting valve, Grouting Pipe 4 and the reinforcement colligation of steel reinforcement cage 3 using DN50 Connection, the top of Grouting Pipe 4 60cm above ground level, in favor of mortar depositing construction.

The colligation of Grouting Pipe 4 should flush in the outside of hoop 33 of putting more energy into the colligation of stirrup 32, the bottom of cage bar 31.Grouting Pipe 4 is installed When must also be ensured that the end of floral tube section 42 flushes with stake bottom, it is therefore desirable to it is more slightly lower 10~20mm the stake bottom of than.

(9) reinforcing bar cage hoisting is in place:Before reinforcing bar cage hoisting, specification, bar gauge and the quantity of steel reinforcement cage are checked Whether the installation with Grouting Pipe is reliable;To avoid local pressure during reinforcement cage hoisting from deforming;Reinforcing bar is laid in crane During cage, often save steel reinforcement cage and ensure there are three suspension centres, and crane size hook is used cooperatively and slings steel reinforcement cage;Steel reinforcement cage is before hole is entered In reply, ensure that the center of steel reinforcement cage is consistent with stake holes center, to ensure that steel reinforcement cage is vertical, slowly transfers in decentralization process, It is scaling-off and increase sediment to avoid touching hanging hole wall;Steel reinforcement cage is welded on aperture progress, using overlap welding, it is ensured that its upper and lower two sections In line.As shown in figure 1, after fabrication of reinforcing cage is good, the Grouting Pipe colligation made is arranged on steel reinforcement cage, will peace after allowing Steel reinforcement cage equipped with Grouting Pipe lifts in place together.

(10) concreting conduit is installed:Its specific method step is as follows:

A, enough concreting conduits are prepared according to hole depth, conduit full-length is 2000mm, a diameter of 300mm; When stake footpath is less than 800mm, a diameter of 200mm tremie should be selected;

B, concreting conduit has the jackscrew and cushion rubber of abundance before use, should carry out trying spelling and air-tight test, Conduit should it is straight, sealing it is water-tight;

C, when there is water not drain in hole, handled using water proof ball, water proof ball there should be good water isolating, and should Ensure smoothly discharge;

D, determine concreting conduit away from hole bottom distance:When stake footpath is less than 1500mm, concreting conduit is away from hole Bottom distance be 300~500mm, when stake footpath is more than or equal to 1500mm, concreting conduit away from hole bottom distance for 200~ 300mm;When solidifying soil pours conduit installation, there should be special messenger's inspection, often save conduit application specific instrument and tighten, mouth is tight, firm in section Gu convenient disassembly.

(11) concreting:

A, concrete mix is determined by testing, is provided by qualified detection test unit, there must be good sum Yi Xing, the slump of concrete is preferably 160~200mm;The quantity of cast concrete is noted down by field technician, is surveyed at any time Measure and record the apparent height of concreting conduit buried depth and concrete;

B, concrete continuously should be sent into storage bin hopper by first batch of concrete, as stake footpath≤1500mm, storage bin hopper volume be 2.5~ 3m3, as stake footpath≤2000mm, storage bin hopper volume is 4~4.5m3, after hopper fills concrete disposably in input stake holes, There is certain embedment length to ensure conduit in concrete;

C, continuous pouring concrete, and control and promote concreting conduit speed, forbid to carry in concreting conduit Go out concrete surface.

D, when concrete is transported to perfusion place, uniformity, the slump of each car concrete are examined by field technician Survey, concrete pouring is carried out after meeting the requirements;

E, in filling process, with sounding bob well logging hole inner concrete face position, concreting conduit is adjusted in time and is buried Deep, concreting depth of tremie is controlled in the range of 2~6m;

F, filling concrete absolute altitude should be higher by 500~1000mm of designed elevation;The raised area is after cushion cap foundation ditch has been excavated Cut, prevent from damaging pile body when cutting;

(12) clear water splits logical Grouting Pipe:Clear water is done after concrete final set to Grouting Pipe and splits logical, checks except playing and equipment and is Outside the sealing and serviceability rate of system, there are two important function in pile grouting:First, dredging slip casting passage;Second, by sediment And the fine fraction in mud layer is depressed into range of grouting;Clear water splits logical pressure water general control in 0.2~0.6m3, pressure water time For 2~3 minutes, it is defined by pressing to lead to, i.e., pressure is pumped and can be decreased obviously after leading to;

(13) slip casting:As shown in figure 1, after the ball valve, triple valve and pipeline on Grouting Pipe top arrange, slip casting in connection Pump, slip casting is carried out after mixer installation is in place, its operating method step is as follows:

A, packer permeability test before slip casting, packer permeability test must be first carried out before slip casting, to confirm whether Grouting Pipe blocks again, really Determine slip casting initial pressure;

B, grouting behind shaft or drift lining operation initial time, order and speed should meet following requirements:

A, concrete strength reaches the 70% of design load during slip casting operation, and ultrasound examination is carried out before slip casting;

B, slip casting operation and the distance of pore-forming setting are preferably 8~10m;

C, equivalent slip casting is implemented successively to each Grouting Pipe of same pile;

D, for preferably first peripheral, the rear inside of pile group slip casting;

C, grouting parameter should meet following requirements:

A, the slurries that slip casting is prepared using 42.5 grades of Portland cements of PO, the ratio of mud take 0.5~0.6, first during slip casting Underflow after thin pulp;

B, grouting pressure reaches the final pressure of requirement, and it is 10min~15min to keep final pressure, and end pressure is 2 times of initial pressure ~3 times;After slip casting terminates, slip casting tube end should take machine plugging to close slurry, close slurry the time typically should at least keep 24h~48h It can just withdraw, the partial dilution to prevent underground water to slurries, cause the reduction of slurry consolidation intensity;

C, flow rate of grouting is no more than 75L/min;

D, such as there is grouting pressure and grout or holes around grout leaking occur less than normal value or ground for a long time, between should being changed to Have a rest slip casting, the intermittent time is preferably 30~60min, or turns down the slurries ratio of mud;

When e, starting slip casting, grouting pressure can be higher, observes the injection situation of pressure gauge and slurries, and makes a record;Such as Fruit occurs that pressure is higher, insufficient or stake side is overflow slurry, it should taken measures according to specification;

D, the curing time after slip casting is 7d.

Using above-mentioned technical proposal, not only sediment of the hole bottom can be consolidated effectively, and stake end in-rock segment side friction It can be improved largely, and then the more conventional rotary drilling rig pore-creating filling pile of bearing capacity has and significantly improved, and improves bored concrete pile Cost performance;

Due to the raising of pile foundation bearing capacity, meeting condition of the building (structures) to the required bearing capacity of pile foundation Under, can reduce a footpath reduces construction costs;

Due to using dry method pore-forming, reduce slurrying and processing, engineering cost can be reduced, reduced environmental pollution;

Sediment of the hole bottom can be consolidated effectively, and improve stake end in-rock segment side friction, can irrigate rotary drilling rig pore-forming Stake pile quality is guaranteed, and then can further expand the application prospect of rotary drilling rig pore-creating filling pile.

Claims (4)

1. a kind of construction method of the supporting rotary drilling rig dry method pore-creating filling pile structure of grouting behind shaft or drift lining, including be arranged in terrace (5) Hole pile body (1), it is characterised in that:The hole pile body (1) is by concrete (2) and the reinforcing bar being arranged in concrete (2) Cage (3) forms, and the steel reinforcement cage (3) includes being uniformly distributed into the cage bar (31) of cylinder, in the outside and inner side of cage bar (31) Stirrup (32) and Reinforced Hoop (33) are respectively arranged with, the steel reinforcement cage (3) is evenly distributed in the circumferential direction there are some Grouting Pipes (4);It is side wall grouting section (7) that hole pile body (1) bottom, which is located at below rock stratum (6), and is set in side wall grouting section (7) bottom It is equipped with sediment consolidation section (8);The Grouting Pipe (4) is by lengths of steel pipes (41) and floral tube section (42) group positioned at lengths of steel pipes (41) bottom Into, and lengths of steel pipes (41) top is arranged to the joint with screw thread;The floral tube section (42) is in Grouting Pipe (4) if lower part is processed Dry slurry outlet is formed, and the length of floral tube section (42) is embedded in the length in rock stratum (6), the aperture of slurry outlet for hole pile body (1) For 6~8mm, and it is evenly arranged in floral tube section (42) into quincunx, slurry outlet is vertically arranged spacing in floral tube section (42) For 50mm;The slurry outlet is closed with drawing pin and wrapped up, the winding of slurry outlet external application adhesive tape;Lengths of steel pipes (41) top is provided with three Port valve (411), and ball valve A (412) is provided with triple valve (411), while it is located at triple valve (411) in lengths of steel pipes (41) Top is additionally provided with ball valve B (413);The Grouting Pipe (4) uses DN25 seamless steel pipe, pipe thickness 3mm, works as Grouting Pipe It is DN50 seamless steel pipe during simultaneous type ultrasonic testing tube, pipe thickness 3mm, uses mechanical connection;The quantity of the Grouting Pipe 4 For 3~5;Described construction method step is as follows:
(1) cleaning and smooth location:Place is carried out to clear up smooth, compacting, suitable jack lift, concrete tank, which come in and go out, constructs Scene, the flatness and compactness on stake holes periphery must meet the bore operation requirement of rotary drilling rig;
(2) surveying setting-out and embedded stake position:Ground elevation is measured using measuring instrument, is needed to make construction platform mark according to construction Height, and measure and make pile foundation center, cross fender pile is set;
(3) rig creeps into top layer and embedded steel pile casting in place:Concrete operation method is as follows:
A, rig position is determined, and lime wire tag is spilt in rig position surrounding;
B, mark position, positioning, rotary drilling rig is opened to lime wire tag position, no longer moved;
C, connect fender pile, draw cross hairs adjustment bit central align piles position center, adjusted by the instrument and equipment of rig itself Drilling rod, mast vertical degree and lock;
D, start bore operation, during drilling should it is first slow after it is fast, it be 400~500mm to start each drilling depth, when hole depth meets casing peace When filling depth, stop drilling installation steel pile casting;
(4) pile center's line is checked:After steel pile casting is in place, measurement control stake review palpus review pile center coordinate in use, simultaneously Fender pile is checked, checks whether it is displaced by;
(5) stake holes is crept into:By the instrument and equipment of rig itself adjust drilling rod, mast vertical degree and lock;Should during drilling First slow rear fast, it is 40~50cm to start each drilling depth, confirms whether underground is unfavorable stratum, such as creeps into normally, adds after 5 meters of drilling depth Big drilling depth, per secondary control in 70~90cm;
(6) supporting course and pore-forming inspection:When drilling hole bottom reaches the supporting course absolute altitude of design requirement, personnel are surveyed to supporting course by ground Carry out live confirmation;After confirmed supporting course meets design requirement, piling embedded rock is carried out, when bottom hole absolute altitude meets socket length When, supporting course, hole depth, aperture, hole wall perpendicularity, precipitation thickness are checked;
(7) borehole cleaning:Bottom hole cleaning is immediately carried out after whole hole checks, supporting course and pore-forming inspect for acceptance it is qualified after, drill bit is changed into Special hole cleaner, the clear soil that dallies is carried out in former depths, rotating speed is 10 revs/min, then stops operating, lifts drilling rod, when carrying brill Drilling rod must not be turned round;
(8) Grouting Pipe makes and installed;
(9) reinforcing bar cage hoisting is in place:Before reinforcing bar cage hoisting, specification, bar gauge and the quantity and note of steel reinforcement cage are checked Whether the installation for starching pipe is reliable;When crane lays steel reinforcement cage, often save steel reinforcement cage and ensure there are three suspension centres, and crane size hook is matched somebody with somebody Use is closed to sling steel reinforcement cage;Steel reinforcement cage ensures that the center of steel reinforcement cage is consistent with stake holes center in being tackled before entering hole;
(10) concreting conduit is installed;
(11) concreting:
(12) clear water splits logical Grouting Pipe:Clear water is done after concrete final set to Grouting Pipe and splits logical, equipment and system are checked except playing Sealing in pile grouting with outside serviceability rate, also having two important function:First, dredging slip casting passage;Second, by sediment and mud Fine fraction in layer is depressed into range of grouting;Clear water splits logical pressure water general control in 0.2~0.6m3, and the pressure water time is 2~ 3 minutes, it is defined by pressing to lead to, i.e., pressure is pumped and can be decreased obviously after leading to;
(13) slip casting:
A, packer permeability test before slip casting, packer permeability test must be first carried out before slip casting, to confirm whether Grouting Pipe blocks again, it is determined that note Starch initial pressure;
B, grouting behind shaft or drift lining operation initial time, order and speed should meet following requirements:
A, concrete strength is more than the 80% of design load during slip casting operation, and ultrasound examination is carried out before slip casting;
B, slip casting operation and the distance of pore-forming setting are preferably 8~10m;
C, equivalent slip casting is implemented successively to each Grouting Pipe of same pile;
D, for preferably first peripheral, the rear inside of pile group slip casting;
C, grouting parameter should meet following requirements:
A, the slurries that slip casting is prepared using 42.5 grades of Portland cements of PO, the ratio of mud take 0.5~0.6, elder generation's thin pulp during slip casting Underflow afterwards;
B, grouting pressure reaches the final pressure of requirement, and it is 10min~15min to keep final pressure, and end pressure is 2 times~the 3 of initial pressure Times;After slip casting terminates, slip casting tube end should take machine plugging to close slurry, close slurry the time typically should at least keep 24h~48h ability Withdraw, the partial dilution to prevent underground water to slurries, cause the reduction of slurry consolidation intensity;
C, flow rate of grouting is no more than 75L/min;
D, such as there is grouting pressure and grout or holes around grout leaking occur less than normal value or ground for a long time, interval should be changed to and noted Slurry, the intermittent time is preferably 30~60min, or turns down the slurries ratio of mud;
When e, starting slip casting, grouting pressure can be higher, observes the injection situation of pressure gauge and slurries, and makes a record;If go out Existing pressure is higher, insufficient or stake side is overflow starches, it should is taken measures according to specification;
D, the curing time after slip casting is 7d.
A kind of 2. construction method of the supporting rotary drilling rig dry method pore-creating filling pile structure of grouting behind shaft or drift lining according to claim 1: It is characterized in that:Step (8) Grouting Pipe makes and installation steps are as follows:
(1) slip casting is made:
The joint that Grouting Pipe (4) A, is divided into lengths of steel pipes (41), floral tube section (42) and upper bands screw thread is processed making;
B, floral tube section (42) is processed into Grouting Pipe (4) bottom, the length of floral tube section (42) is the length of the embedding rock in stake end (6), is gone out Slurry hole aperture is 6~8mm, and the vertical spacing 50mm of eyelet, quincunx to be evenly arranged, slurry outlet is closed with drawing pin and wrapped up, slurry outlet External application adhesive tape is wound;
(2) Grouting Pipe is installed:3~5 steel pipes are evenly arranged as Grouting Pipe (4) along steel reinforcement cage (3) circumferencial direction;Grouting Pipe (4) it is connected with steel reinforcement cage (3) reinforcement colligation, 60cm above ground level at the top of Grouting Pipe (4).
A kind of 3. construction method of the supporting rotary drilling rig pore-creating filling pile structure of grouting behind shaft or drift lining according to claim 1:It is special Sign is:The installation method step of concreting conduit is as follows in the step (10):
A, enough concreting conduits are prepared according to hole depth, conduit full-length is 2000mm, a diameter of 300mm;Work as stake When footpath is less than 800mm, a diameter of 200mm tremie should be selected;
B, concreting conduit has the jackscrew and cushion rubber of abundance, conduit before use, should carry out trying spelling and air-tight test Should it is straight, sealing it is water-tight;
C, when there is water not drain in hole, handled using water proof ball;
D, determine concreting conduit away from hole bottom distance:When stake footpath is less than 1500mm, concreting conduit is away from bottom hole pitch From for 300~500mm, when stake footpath is more than or equal to 1500mm, concreting conduit is 200~300mm away from hole bottom distance.
A kind of 4. construction method of the supporting rotary drilling rig dry method pore-creating filling pile structure of grouting behind shaft or drift lining according to claim 1: It is characterized in that:Concreting includes following method and step in the step (11):
A, concrete mix is determined by testing, the slump of concrete is 160~200mm;Pour into a mould concrete quantity by Field technician notes down, and measures at any time and records the apparent height of concreting conduit buried depth and concrete;
B, concrete continuously should be sent into storage bin hopper by first batch of concrete, and as stake footpath≤1500mm, storage bin hopper volume is 2.5~3m3, when During stake footpath≤2000mm, storage bin hopper volume is 4~4.5m3, after hopper fills concrete disposably in input stake holes;
C, continuous pouring concrete, and control and promote concreting conduit speed;
D, when concrete is transported to perfusion place, uniformity, the slump of each car concrete is detected, carried out after meeting the requirements Filling concrete;
E, in filling process, with sounding bob well logging hole inner concrete face position, concreting depth of tremie is adjusted in time, is mixed Solidifying soil pours depth of tremie control in the range of 2~6m;
F, filling concrete absolute altitude should be higher by 500~1000mm of designed elevation.
CN201510707554.XA 2015-10-27 2015-10-27 A kind of supporting rotary drilling rig dry method pore-creating filling pile structure of grouting behind shaft or drift lining and construction method CN105239563B (en)

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CN105714827A (en) * 2016-03-04 2016-06-29 安徽同济建设集团有限责任公司 Post-grouting construction method of cast-in-situ bored pile
CN105937241A (en) * 2016-05-31 2016-09-14 深圳市宏业基基础工程有限公司 Post-grouting device for drilled grouting piles and pile frame structure for drilled grouting piles
CN105937221A (en) * 2016-05-31 2016-09-14 深圳市宏业基基础工程有限公司 Manufacturing method for drilled grouting piles
CN106245626A (en) * 2016-08-15 2016-12-21 中建三局基础设施工程有限公司 A kind of hard formation churning driven enters method
CN106284331A (en) * 2016-08-29 2017-01-04 华蓝设计(集团)有限公司 Large-diameter and rock-socketed filling piles improves the method for vertical bearing capacity
CN106337417B (en) * 2016-08-30 2019-05-24 云南建投第一勘察设计有限公司 A kind of rotary digging stake pile-end post-grouting method
CN106759360B (en) * 2016-12-30 2020-01-17 青岛业高建设工程有限公司 Slag-cleaning grouting device and slag-cleaning grouting method adopting same
CN106836199A (en) * 2017-01-12 2017-06-13 中交公局第五工程有限公司 A kind of roadbed construction process for bored pile
CN110616707A (en) * 2019-10-12 2019-12-27 中国电建集团河南工程有限公司 Post-grouting cast-in-situ bored pile construction method

Family Cites Families (7)

* Cited by examiner, † Cited by third party
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CN1072746C (en) * 1994-02-26 2001-10-10 任自放 Head and side grouting method for cast-in-situ pile
CN100532732C (en) * 2007-08-10 2009-08-26 上海市基础工程公司 Drilling grout pile end follow-up grouting construction method
CN201665871U (en) * 2010-03-25 2010-12-08 北京中岩大地工程技术有限公司 Long screw drilling bored pile post-grouting technology device
CN103114576A (en) * 2013-02-05 2013-05-22 山西太行建设开发有限公司 Post grouting construction method for cast-in-place concrete pile
CN104612134A (en) * 2014-12-16 2015-05-13 中铁建大桥工程局集团第五工程有限公司 Cast-in place pile post-grouting construction method for pouring construction
CN104711975B (en) * 2015-03-24 2017-02-01 北京中岩大地科技股份有限公司 Construction technology for long spiral cast-in-situ bored pile
CN104846810B (en) * 2015-05-19 2017-01-11 常州第一建筑集团有限公司 Self-circulating posterior grouting bored pile construction method

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