CN107246007A - A kind of construction method CFG - Google Patents

A kind of construction method CFG Download PDF

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Publication number
CN107246007A
CN107246007A CN201710587866.0A CN201710587866A CN107246007A CN 107246007 A CN107246007 A CN 107246007A CN 201710587866 A CN201710587866 A CN 201710587866A CN 107246007 A CN107246007 A CN 107246007A
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concrete
construction
pile
stake
drilling rod
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CN201710587866.0A
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CN107246007B (en
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陈世成
冯军峰
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Beijing Zhongrun Baocheng Engineering Technology Co Ltd
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Beijing Zhongrun Baocheng Engineering Technology Co Ltd
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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22Piles
    • E02D5/34Concrete or concrete-like piles cast in position ; Apparatus for making same
    • E02D5/36Concrete or concrete-like piles cast in position ; Apparatus for making same making without use of mouldpipes or other moulds

Abstract

The invention discloses a kind of CFG construction method.Its drip irrigation device is that the construction method includes following construction procedure:Smooth location, surveying setting-out, stake machine is in place, drilling, and pump concrete, dead man stop stock, continues dead man, and rig displacement, excavation of foundation pit removes inter-pile soil, cuts off pile crown, pile measurement, mattress layer construction.Can be by the time-interleaving of the concrete strength rise time needed to wait for before pile measurement and excavation of foundation pit, so as to significantly shorten the construction period with this method.

Description

A kind of construction method CFG
Technical field
The present invention relates to CFG technical fields, more particularly to a kind of CFG construction method.
Background technology
CFG stakes are CFG, are mixed by rubble, aggregate chips, sand, flyash mixed cement plus water, are bored with various The first pore-creating of hole machinery, then concrete perfusion pile.CFG stake footpaths are generally 350-600mm, and pile center's spacing is stake diameter 3 ~ 5 times.
Different according to geology, CFG mainly have four kinds of construction technologies, are long auger perfusion pile, mud shield respectively Wall drill-pouring pile, long auger, pump pressure in pipe concrete pile, and immersed tube bored pile.Wherein long auger, The method of pump pressure in pipe concrete pile is applied to the grounds such as cohesive soil, silt, sand, and this method noise is small, do not produce mud Pollution, is the most frequently used construction method in urban construction.
To ensure pile quality, during construction code requirement perfusion pile concrete, construction stake top mark height, which need to be higher by, to be set Count stake top absolute altitude and be not less than 0.5m, form superfilled pile head, after after strength of the mixing pile rising, cut off superfilled pile head part, carry out next Step construction.
As shown in figure 1, CFG long augers, pump pressure in pipe concrete bore forming techniques are mainly comprised the following steps:Foundation ditch is opened Dig --- hole bottom drilling pouring stake --- wait concrete strength rising --- pile measurement --- mattress layer construction.
The pile measurement of CFG generally comprises bearing capacity of single pile experiment, Bearing Capacity of Composite Foundation experiment and low strain integrity testing. 《Architecture foundation pile inspection specifications》Middle regulation, when using the detection of low strain dynamic method, is at least up to by inspection pile concrete intensity and set The 70% of intensity is counted, and not less than 15MPa;There must be certain stop time to rise for concrete strength before bearingtest, stop Time changes according to the difference of great soil group, and the stop time of general sand is 7 days, and silt is 10 days, and cohesive soil is 15 ~ 25 days.
In a word, such a construction technology is used, needs to wait about two after the completion of CFG pile foundation filling concretes, before pile measurement Time-of-week, long construction period.
The content of the invention
It is an object of the invention to provide a kind of CFG construction method, the concrete strength that will be needed to wait for before pile measurement Rise time and the time-interleaving of excavation of foundation pit, so as to significantly shorten the duration.
The present invention above-mentioned technical purpose technical scheme is that:
A kind of CFG construction method, including following construction procedure:
Step 1, smooth location:Remove earth's surface and plough and plant soil, barrier;
Step 2, surveying setting-out:Particular location per pile is released according to coordinate and mark is carried out;
Step 3, stake machine are in place:Make the drilling rod perpendicular alignmnet Zhuan Wei centers of long-spiral drilling machine;
Step 4, drilling:Start motor drilling, be drilled into after designed elevation to shut down and wait to expect;
Step 5, pump concrete, dead man:Concrete is pumped to long screw auger machine inlet with ground pump, into drilling rod.Work as brill It is full of inside bar after concrete, starts during dead man, dead man, to there is the concrete of certain altitude in drilling rod always;
Step 6, stopping stock:When Kelly Stubb is to after designing stake top absolute altitude above 0.5m, stops concrete and be pumped into;
Step 7, continuation dead man:Continue dead man, residual concrete in drilling rod is flowed into stake holes, after the completion of perfusion, drilling rod is transferred to To outside hole;
Step 8, rig displacement:Rig moves to next pile and constructed;
Step 9, excavation of foundation pit:Excavation of foundation pit is extremely cheated at the designed elevation above 0.5m of bottom;
Step 10, removing inter-pile soil:Hand fit's mechanical equivalent of light excavation inter-pile soil, forbids to backbreak;
Step 11, excision pile crown;
Step 12, pile measurement:Concrete strength and stop time are met after code requirement, to CFG progress bearingtests And low strain integrity testing;
Step 13, mattress layer construction:After pile measurement is qualified, mattress layer construction is carried out.
By using above-mentioned technical proposal, by elder generation's " excavation of foundation pit " of prior art then " hole bottom drilling pouring stake ", it is changed to Elder generation's " surface drilling filling stake " is then " excavation of foundation pit " so that the time and " excavation of foundation pit " time of " waiting concrete strength to rise " It is overlapping, about two time-of-weeks needed for original wait concrete strength rises are saved, so as to significantly shorten the duration.
Preferably, the peep hole of concrete slurry can be flowed out by being set on the side wall of drilling rod, pass through peep hole control Stop the time that concrete is pumped into, step is as follows:
Before step 4 drilling, h is calculated and in bar wall perforate:Calculation formula is:h=(s+n)*R2/r2, h is superfilled pile head institute in formula Height of the concrete in drilling rod is needed, s is the length of superfilled pile head, and 0.5m≤s≤1.2m, n are no less than 0 Arbitrary Digit, n Value can meet h >=ground elevation to design stake top absolute altitude the discrepancy in elevation H, R be stake holes radius, r is the internal diameter of borer drill rod;
Set up in the case of peep hole, step 6 is:Concrete suspends dead man when filling to design stake top absolute altitude;Continue the pump toward in drilling rod Enter concrete, when peep hole flows out concrete, stop concrete and be pumped into.
By using above-mentioned technical proposal, workman can directly judge to stop the time of stock, making superfilled pile head length unified For s, concrete, and the unified more convenient excavation of foundation pit of superfilled pile head length are not only saved, integral construction is further increased Efficiency.
Preferably, peep hole is opened in the middle of two layers of helical blade close to upper strata helical blade position.
By using above-mentioned technical proposal, in the case where peep hole is higher from the ground, workman's sight be not easy to by positioned at Helical blade below peep hole is blocked, and can closely see peep hole, recognizes that concrete slurry flows out feelings from aperture in time Condition, makes and stops the instruction that concrete is pumped into.
Preferably, measure whether construction stake top mark height in stake holes meets superfilled immediately after the completion of preceding 2 ~ 7 pile construction Pile crown length s >=0.5m.
By using above-mentioned technical proposal, checking means are introduced, are eliminated because of Geological Reasons, stake holes effective aperture and design Aperture deviation it is too big and cause superfilled pile head length can not >=0.5m, improve the quality control of construction stake length.If superfilled pile head Length s >=0.5m, then meet code requirement, if s<0.5m, need to stop constructing, analyze reason, and tuning up h values makes superfilled pile head length Meet code requirement.
Preferably, dead man is continued in two stages in step 7, the first stage makes drilling rod inner concrete flow into stake holes It is interior, superfilled pile crown is formed, drilling rod transfers to speed control in 2 ~ 4m/min during this;After the completion of second stage is perfusion, this Process drilling rod is transferred to by 3 ~ 6m/min speed.
By using above-mentioned technical proposal, make in drilling rod residual concrete when pouring into stake holes, drilling rod bottom will not be with Concrete surface of having constructed is separated, it is not easy to pile breaking phenomenon is occurred, is improved pile quality.
Preferably, after the completion of the CFG stakes in a building site are all constructed, the iron block that peep hole is adapted with size Blocked, and firm welding.
By using above-mentioned technical proposal, when can reduce next site construction, peep hole is to borer drill rod rigidity Influence, extends the service life of drilling rod.
In summary, the invention has the advantages that:
1st, CFG from ground construction, by the concrete strength rise time needed to wait for before pile measurement and the time of excavation of foundation pit It is overlapping, so as to significantly shorten the construction period;
2nd, this method can effectively control the length of superfilled pile head, to reduce the waste of concrete and because superfilled pile head is different in size right The influence of excavation of foundation pit efficiency;
3rd, CFG can save hole bottom application work CFG from ground construction, at the backfill before rig is marched into the arena to cheating bottom working face Reason, further saves the duration.
Brief description of the drawings
Fig. 1 is the hole bottom drilling pouring stake schematic diagram of present construction technology;
Fig. 2 is a kind of CFG construction method preparation schematic diagram;
Fig. 3 is a kind of CFG construction method drilling completion status schematic diagram;
Fig. 4 is that a kind of CFG construction method stake inner concrete is irrigated to state signal during design of pile top absolute altitude above 0.5m Figure;
Fig. 5 is all perfusion completion status schematic diagrames of a kind of CFG construction method CFG;
Fig. 6 is a kind of CFG construction method pile foundation test view;
Fig. 7 is a kind of CFG construction method mattress layer construction completion status schematic diagram;
Fig. 8 is the construction method preparation schematic diagram of embodiment two;
Fig. 9 is that an inner concrete is irrigated to view during design of pile top absolute altitude;
Figure 10 is view when stopping stock in embodiment two;
During Figure 11 is embodiment three, h<In the case of H, view when dead man suspends;
Figure 12 is the example IV checking high operation chart of construction stake top mark.
In figure, 11, original ground absolute altitude;12nd, foundation ditch bottom absolute altitude;13rd, stake top absolute altitude is designed;14th, construction stake top mark is high;15、 Design stake bottom absolute altitude;16th, aperture absolute altitude;2nd, long-spiral drilling machine;21st, stand;22nd, drilling rod;23rd, drilling rod bottom;24th, motor top surface; 25th, charging aperture;26th, helical blade;3rd, stake holes;4th, foundation ditch;5th, reference mark;6th, feed mark is stopped;7th, drilling completes mark Note;8th, pause dead man mark;9th, peep hole;10th, mattress layer;H, ground to the discrepancy in elevation for designing stake top absolute altitude;H, peep hole are away from brill The discrepancy in elevation at bar bottom;A, the distance for stopping feed mark and reference mark;B, drilling complete mark and the distance of reference mark;C, temporarily Stop dead man mark and the distance of reference mark;S, superfilled pile head length.
Embodiment
The present invention is described in further detail below in conjunction with accompanying drawing.Wherein identical parts identical reference Represent.It should be noted that below in description the word "front", "rear", "left", "right", the "up" and "down" that use refer to it is attached Direction in figure, word " bottom surface " and " top surface ", " interior " and " outer " are referred respectively to towards or away from particular elements geometric center Direction.
Embodiment one:
A kind of CFG construction method, including following construction procedure.
Step 1, smooth location:Remove earth's surface and plough and plant soil, barrier;
Step 2, surveying setting-out:Particular location per pile is released according to coordinate and mark is carried out;
Step 3, stake machine are in place:Make the perpendicular alignmnet Zhuan Wei centers of drilling rod 22 of long-spiral drilling machine 2, drilling control, using in drilling cramp The upper method for hanging plumb bob measures the perpendicularity in the hole, the perpendicularity adjuster that can be also carried using rig, it is ensured that drilling rod perpendicularity Deviation meets technological requirement;
Step 4, drilling:
As shown in Fig. 2 stopping stock mark 6 and drilling completion mark 7 are carried out before drilling in stand 21, first by motor top surface 24 Level, which is led to, does reference mark 5 in stand 21;Stopping stock mark 6 is done below 5 at a distances in reference mark;In reference mark 5 Drilling is done at following b distances and completes mark 7;A=original ground absolute altitude 11-design stake top absolute altitude 13-0.5m, b=original ground absolute altitude 11-design stake bottom absolute altitude 15;
Pierced as shown in figure 3, starting motor, be located at same level when the drilling on motor top surface 24 and stand 21 completes mark 7 When, representative has been drilled into designed elevation, now shuts down and waits to expect;
Step 5, pump concrete, dead man:Concrete is by blending station concentrated processing, and tank car is transported to scene, then using ground pump Rig charging aperture 25 is pumped to, into drilling rod 22.After the inside of drilling rod 22 is full of concrete, start dead man, dead man speed should Controlled by constant linear velocity, such as mud or muck soil, dead man speed can suitably slow down, pumping should connect during whole dead man Continuous progress must not termination of pumping wait to expect, though do not require drilling rod 22 always be full of concrete, to ensure having certain height in drilling rod 22 always The concrete of degree, it is to avoid make drilling rod bottom 23 be separated with the inner concrete top surface of stake holes 3 because of empty material in drilling rod 22, cause broken pile to show As;
Step 6, stopping stock:As shown in figure 4, when motor top surface 24 is located at same level with stopping feed mark 6, that is, representing Concrete has been filled to the design 0.5m of stake top absolute altitude more than 13, is now stopped concrete and is pumped into;
Step 7, continuation dead man:Continue dead man, residual concrete in drilling rod 22 is flowed into stake holes, form superfilled pile crown, bore Bar transfers to speed control in 2 ~ 4m/min;After the completion of perfusion, drilling rod can be transferred to quickly;
Step 8, rig displacement:Rig moves to next pile and constructed, while by the pile foundation top stake holes for completion of having constructed Filled up, it is to avoid workman falls into accidentally, be fully completed as shown in figure 5, being constructed by root to CFG with soil;
Step 9, excavation of foundation pit:Excavation of foundation pit is carried out with excavation mechineries such as digging machine forklifts, approach construction stake top absolute altitude 14 is excavated to When, it should be noted that avoid damage to pile body;
Step 10, removing inter-pile soil:Hand fit's mechanical equivalent of light excavation inter-pile soil, forbids to backbreak, and pile body must not be damaged in digging process;
Step 11, excision pile crown;
Step 12, pile measurement:Tested as shown in fig. 6, the stop time meets code requirement and supports test block pressure resistance intensity by mark After judging that CFG pile concrete intensity reaches 70%, CFG are carried out checking the static load test of ground flat board and low strain dynamic pile body is complete Whole property detection;
Step 13, mattress layer construction:As shown in figure 11, after pile measurement is qualified, the construction of mattress layer 10 is carried out.
Embodiment two:
It is with the difference of embodiment one, by opening up peep hole 9 on drilling rod 22, to control to stop the stock time, makes to surpass It is s to fill pile crown length unified.Peep hole 9 is opened in the middle of two layers of helical blade 26 close to upper strata helical blade position(With reference to figure 10).
Step is as follows:
Before step 4 drilling, h, bar wall perforate are calculated:As shown in figure 8, concrete is in drilling rod 22 needed for calculating superfilled pile head Height h, and opened up on the h positions drilling rod side wall of drilling rod bottom more than 23 and can flow out the peep hole 9 of concrete slurry.Calculate public Formula is as follows:h=(s+ n)*R2/r2, s is the length of superfilled pile head in formula, and 0.5m≤s≤1.2m, s concrete numerical value in drilling Determined before starting;N is >=0 Arbitrary Digit, and n value can meet h >=ground elevation 11 to the discrepancy in elevation H of design stake top absolute altitude 13;R For the radius of stake holes 4;R is the internal diameter of borer drill rod 22.Generally take n=0.
Such as n=0, s=0.5m, radius R=0.2m of stake holes 4, drilling rod internal diameter r=0.08m, then drilling rod inner concrete height h= 0.5*0.22/0.082=3.125m.Away from opening up peep hole 9 at the 3.125m of bar bottom on drilling rod 22.
And for example n=0, s=1.2m, radius R=0.2m of stake holes 4, drilling rod internal diameter r=0.08m, then drilling rod inner concrete height h= 1.2*0.22/0.082=7.5m.Away from opening up peep hole 9 at the 7.5m of bar bottom on drilling rod 22.
Before step 4 drilling, pause dead man mark is done:As shown in figure 8, being done before drilling in reference mark below 6 at c distances Suspend dead man mark 8, c=original ground absolute altitude 11-design stake top absolute altitude 13+n.
Set up peep hole(9)In the case of, step 6 is:Suspend dead man:As shown in figure 9, when motor top surface 24 and pause dead man When mark 8 is located at same level, that is, represents concrete and filled to design stake top absolute altitude 13, now suspend dead man.
Stop stock:As shown in Figure 10, continue to be pumped into concrete toward in drilling rod 22, when peep hole 9 flows out concrete, generation The inner concrete of table drilling rod 22 height reaches h, now stops concrete and is pumped into.
Step 7 ~ step 13 in subsequent construction be the same as Example one.
Embodiment three:
It is with the difference of embodiment two, as shown in figure 11, if the h calculated<H, when suspending dead man, peep hole 9 is still Positioned at ground below 11, workman can not be observed.In such cases, n need to take positive number, for convenience of calculation, best round numbers, As long as and n value can meet h>H, it is not necessary to take too big.Preferably n can be equal to 1 or 2.Now explained by taking n=1 as an example:
Assuming that H=8m, s=1m, hole 4 radius R of stake are 0.2m, and drilling rod internal diameter r is 0.08m, calculate h=(1+1)*0.22/0.082= 12.5m, h (12.5m)>H (8m), peep hole 9 is set by h=12.5m on drilling rod 22, then peep hole 9 can spill ground 4.5m, Workman is observed that concrete flows out from hole.
Meanwhile, because c=original ground absolute altitude 11-design stake top absolute altitude 13+n, the position of pause dead man mark 8 will decline N=1 meter.
Example IV:
It is with the difference of embodiment one, it is immediately high by 14 with construction stake top mark in exploration hole after the completion of current 2 ~ 7 pile construction, Whether verify superfilled pile head length s >=0.5m.As shown in figure 12, concrete operations are as follows:
1st, ready visit is restricted into one end colligation on sash weight, sash weight is stretched into stake holes 3;
2nd, during sash weight contact hole inner concrete face, mark is carried out in the orifice position for visiting rope;
3rd, extract and visit rope, measured with ruler and visit the length L that rope is stretched into hole;
4th, subtracted with aperture absolute altitude 16 and visit the length L that rope is stretched into hole, show that construction stake top mark is high by 14;
5th, construction stake top mark high 14 subtracts design stake top absolute altitude, draws actual superfilled pile head length s, if s >=0.5m, meets rule Model requirement, if s<0.5m, need to stop constructing, analyze reason, and tuning up h values makes superfilled pile head length meet code requirement.
Embodiment five:
It is with the difference of embodiment one, peep hole 9 is mutually fitted after the completion of the CFG stakes in a building site are all constructed with size The iron block matched somebody with somebody is blocked, and firm welding, when being constructed with reducing other work points, shadow of the peep hole 9 to the rigidity of borer drill rod 22 Ring.
This specific embodiment is only explanation of the invention, and it is not limitation of the present invention, people in the art Member can make the modification without creative contribution to the present embodiment as needed after this specification is read, but as long as at this All protected in the right of invention by Patent Law.

Claims (6)

1. a kind of CFG construction method, it is characterised in that:Including following construction procedure:
Step 1, smooth location:Remove earth's surface and plough and plant soil, barrier;
Step 2, surveying setting-out:Particular location per pile is released according to coordinate and mark is carried out;
Step 3, stake machine are in place:Make long-spiral drilling machine(2)Drilling rod(22)Perpendicular alignmnet Zhuan Wei centers;
Step 4, drilling:Start motor drilling, be drilled into design stake bottom absolute altitude (15) and shut down and wait to expect;
Step 5, pump concrete, dead man:Concrete is pumped to long-spiral drilling machine (2) charging aperture with ground pump(25), into drilling rod (22)It is interior, work as drilling rod(22)Inside is full of after concrete, beginning dead man, during dead man, drilling rod(22)It is interior to have certain always The concrete of height;
Step 6, stopping stock:Work as drilling rod(22)Pull out to design stake top absolute altitude(13)After above 0.5m, stop concrete and be pumped into;
Step 7, continuation dead man:Continue dead man, make drilling rod(22)Interior residual concrete flows into stake holes(3)It is interior, after the completion of perfusion, bore Bar is dialed out to outside hole;
Step 8, rig displacement:Rig moves to next pile and constructed;
Step 9, excavation of foundation pit:Excavation of foundation pit is extremely cheated at the designed elevation above 0.5m of bottom;
Step 10, removing inter-pile soil:Hand fit's mechanical equivalent of light excavation inter-pile soil, forbids to backbreak;
Step 11, excision pile crown;
Step 12, pile measurement:Concrete strength and stop time are met after code requirement, to CFG progress bearingtests And low strain integrity testing;
Step 13, mattress layer construction:After pile measurement is qualified, mattress layer construction is carried out.
2. the construction method of a kind of CFG according to claim 1, it is characterised in that:In drilling rod(22)On open up observation Hole(9), to control to stop the stock time, step is as follows:
Before step 4 drilling, h is calculated and in bar wall perforate:Calculation formula is:h=(s+n)*R2/r2, needed for h is superfilled pile head in formula Concrete is in drilling rod(22)Interior height, s is that the stake of superfilled pile head is long, and 0.5m≤s≤1.2m, n be no less than 0 it is any Number, n value can meet h >=ground elevation(11)The discrepancy in elevation H, R to design stake top absolute altitude (13) are stake holes(3)Radius, r is Borer drill rod(22)Internal diameter;
In drilling rod(22)Side wall on open up and can flow out the peep hole of concrete slurry(9), peep hole(9)From drilling rod bottom(23)Away from From for h;
Set up peep hole(9)In the case of, step 6 is:Concrete is filled to design stake top absolute altitude(13)When suspend dead man;Continue toward brill Bar(22)Concrete is inside pumped into, works as peep hole(9)When flowing out concrete, stop concrete and be pumped into.
3. the construction method of a kind of CFG according to claim 2, it is characterised in that:Peep hole(9)It is opened in two layers Helical blade(26)Middle close upper strata helical blade position.
4. the construction method of a kind of CFG according to claim 2, it is characterised in that:After the completion of preceding 2 ~ 7 pile construction Immediately stake holes is measured(3)Interior construction stake top mark is high(14)Whether superfilled pile head stake long s >=0.5m is met.
5. the construction method of a kind of CFG as claimed in any of claims 1 to 4, it is characterised in that:In step 7 Continue dead man in two stages, the first stage makes drilling rod(22)Inner concrete flows into stake holes(3)It is interior, superfilled pile crown is formed, this During drilling rod transfer to speed control in 2 ~ 4m/min;After the completion of second stage is perfusion, this process drilling rod is by 3 ~ 6m/min speed Degree is transferred to.
6. the construction method of a kind of CFG as claimed in any of claims 1 to 4, it is characterised in that:In a work After the completion of the CFG stakes on ground are all constructed, by peep hole(9)The iron block being adapted with size is blocked, and firm welding.
CN201710587866.0A 2017-07-18 2017-07-18 A kind of CFG of construction method Active CN107246007B (en)

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108385669A (en) * 2018-02-28 2018-08-10 浙江勤业建工集团有限公司 A kind of CFG pile driving constructions engineering method
CN111058438A (en) * 2019-12-27 2020-04-24 陕西建工第三建设集团有限公司 Long spiral drilling machine pile-forming automatic measurement construction method
CN112987599A (en) * 2021-04-20 2021-06-18 湖南颢山智能科技有限公司 Intelligent pile driving control system and method for CFG pile machine and CFG pile machine

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2003003464A (en) * 2001-06-21 2003-01-08 Geotop Corp Internal excavation method through steel pipe pile
CN103276716A (en) * 2013-05-23 2013-09-04 汇通路桥建设集团有限公司 Method for stabilization and construction of transition section CFG and mattress cushion layer composite foundation
CN105970917A (en) * 2016-05-26 2016-09-28 浙江省地矿建设有限公司 Method for controlling excessively-poured concrete on pile top of cast-in-situ bored pile

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2003003464A (en) * 2001-06-21 2003-01-08 Geotop Corp Internal excavation method through steel pipe pile
CN103276716A (en) * 2013-05-23 2013-09-04 汇通路桥建设集团有限公司 Method for stabilization and construction of transition section CFG and mattress cushion layer composite foundation
CN105970917A (en) * 2016-05-26 2016-09-28 浙江省地矿建设有限公司 Method for controlling excessively-poured concrete on pile top of cast-in-situ bored pile

Non-Patent Citations (2)

* Cited by examiner, † Cited by third party
Title
李学民: "CFG桩施工技术总结", 《科协论坛(下半月)》 *
董胜伟: "CFG桩软土地基处理技术浅析", 《建筑设计管理》 *

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108385669A (en) * 2018-02-28 2018-08-10 浙江勤业建工集团有限公司 A kind of CFG pile driving constructions engineering method
CN111058438A (en) * 2019-12-27 2020-04-24 陕西建工第三建设集团有限公司 Long spiral drilling machine pile-forming automatic measurement construction method
CN111058438B (en) * 2019-12-27 2021-07-13 陕西建工第三建设集团有限公司 Long spiral drilling machine pile-forming automatic measurement construction method
CN112987599A (en) * 2021-04-20 2021-06-18 湖南颢山智能科技有限公司 Intelligent pile driving control system and method for CFG pile machine and CFG pile machine

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