CN102635113A - Construction method for hydraulic vibrating sinking pipe cast-in-place piles - Google Patents

Construction method for hydraulic vibrating sinking pipe cast-in-place piles Download PDF

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Publication number
CN102635113A
CN102635113A CN2012101182262A CN201210118226A CN102635113A CN 102635113 A CN102635113 A CN 102635113A CN 2012101182262 A CN2012101182262 A CN 2012101182262A CN 201210118226 A CN201210118226 A CN 201210118226A CN 102635113 A CN102635113 A CN 102635113A
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CN
China
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construction
pile
sleeve pipe
hole
hydraulic vibration
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CN2012101182262A
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Chinese (zh)
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张炳信
陈铿帆
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深圳市金泰建设工程有限公司
深圳市鸿荣轩建设工程有限公司
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Priority to CN2012101182262A priority Critical patent/CN102635113A/en
Publication of CN102635113A publication Critical patent/CN102635113A/en

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Abstract

The embodiment of the invention discloses a construction method for hydraulic vibrating sinking pipe cast-in-place piles, which is characterized in that an all-casing is taken as a pore-forming breast wall, and the casing is pressed to a designed elevation in one step by using a hydraulic vibrating device, thereby effectively improving the efficiency of construction; meanwhile, in the process of pile forming, the casing is vibrated by using the hydraulic vibrating device, and simultaneously, the casing is pulled out so as to ensure that the concrete is more compact and the quality of a formed pile is higher. The construction method disclosed by the invention is rapid in construction speed and high in efficiency; meanwhile, by using the method, the common quality faults are reduced, the quality of engineering piles is guaranteed, the bearing capacity of the piles is improved, the construction materials are effectively saved, the construction cost is reduced, and therefore, the method is a new green construction technology for pile foundations.

Description

The immersed tube bored pile construction method of a kind of hydraulic vibration

Technical field

The present invention relates to the realm of building construction, relate in particular to the immersed tube bored pile construction method of a kind of hydraulic vibration.

Background technology

In recent years, along with the development of sleeve filling pile construction technology, the safety of fully-sleeved filled pile construction technology, economy, the feature of environmental protection had obtained checking in the construction practice; But the sleeve filling pile middle sleeve is compressed into main employing hydraulic pressure mill stake device; Sleeve pipe compress into and jacking speed slower, and plug into and to tear the pipe time open longer relatively, these factors also influence the construction speed of engineering piles greatly; By existing construction technology and method; One day a set of equipment can only be accomplished the construction of a following castinplace pile of 25m, causes the sleeve filling pile construction speed to receive bigger influence, and then influences whole works progress.

Summary of the invention

Embodiment of the invention technical problem to be solved is, provides a kind of hydraulic vibration immersed tube bored pile construction method, effectively reduces sleeve pipe and compresses into the jacking time, and pile-forming speed is fast, quality is high.

In order to solve the problems of the technologies described above, the embodiment of the invention has proposed a kind of cast-in-place pile construction method, may further comprise the steps: to carrying out construction lofting in the construction section, make the filling pile construction position; Utilize hydraulic vibration device to be pressed into sleeve pipe to said filling pile construction position; The sleeve pipe inward turning is carried out in said sleeve pipe position take soil,, form priming concrete pile hole until the castinplace pile projected depth; In said priming concrete pile hole, lay reinforcing cage; Adopt the concrete pouring conduit in the said priming concrete pile hole of laying said reinforcing cage, to pour into concrete; Utilize said hydraulic vibration device to vibrate said sleeve pipe and also upwards extract said sleeve pipe simultaneously, finally form said castinplace pile.

Further, said method also comprises step: utilize rotary drilling rig to dig hole, stake position in said filling pile construction position, and sleeve pipe is located in the hole, said stake position.

Further, hole, the said stake position degree of depth is 3.0m ~ 5.0m.

Further, said hydraulic vibration device is a hydraulic vibration driver.

Further, when said filling pile construction position was pressed into said sleeve pipe, the high difference with ground level of said sleeve pipe pipe top mark was 1.0 m ~ 1.5m.

Further, revolve when taking native whole hole, at the bottom of the said priming concrete pile hole hole at the bottom of absolute altitude and the said sleeve pipe pipe difference of absolute altitude more than or equal to 2.0m.

Further, when in said priming concrete pile hole, pouring into concrete, the difference of absolute altitude is more than or equal to 2.0m at the bottom of concrete surface absolute altitude and the said catheter tube.

Further, this method be applied to the high area of groundwater table, near filling out Haiti district, alluvial delta area or mud being arranged or the soldier pile or the Construction of Engineering Pile of quicksand area deep foundation ditch.

The embodiment of the invention is through adopting hydraulic vibration device with the disposable design elevation that is depressed into of sleeve pipe; And take out sleeve pipe when after concrete spouting is accomplished, utilizing hydraulic vibration device vibration sleeve pipe again; Under before in assurance construction environmental protection, to the little prerequisite of soil property influence on every side; Effectively solve plug into pipe and the problem such as the dismounting pipe time is long, efficient is low that exist in the existing sleeve filling pile construction, speed of application can effectively promote 4 to 6 times than prior art, and construction quality is higher.

Description of drawings

Fig. 1 is the main flow chart of the immersed tube bored pile construction method of hydraulic vibration of the embodiment of the invention.

Fig. 2 digs stake position hole operation sketch map in the immersed tube bored pile construction method of the hydraulic vibration of the embodiment of the invention.

Fig. 3 is the immersed tube bored pile construction method middle sleeve of the hydraulic vibration of an embodiment of the invention operation sketch map in place.

Fig. 4 is pressed into sleeve pipe operation sketch map in the immersed tube bored pile construction method of the hydraulic vibration of the embodiment of the invention.

Fig. 5 is the operation sketch map that fetches earth in the immersed tube bored pile construction method middle sleeve of the hydraulic vibration of the embodiment of the invention.

Fig. 6 lays reinforcing cage operation sketch map in the immersed tube bored pile construction method of the hydraulic vibration of the embodiment of the invention.

Fig. 7 is a perfusion concrete operation sketch map in the immersed tube bored pile construction method of the hydraulic vibration of the embodiment of the invention.

Fig. 8 is a vibration pipe-drawing operation sketch map in the immersed tube bored pile construction method of the hydraulic vibration of the embodiment of the invention.

Fig. 9 is a pile operation sketch map in the immersed tube bored pile construction method of the hydraulic vibration of the embodiment of the invention.

The specific embodiment

Below in conjunction with accompanying drawing, the embodiment of the invention is elaborated.

As shown in Figure 1, the immersed tube bored pile construction method of the hydraulic vibration of the embodiment of the invention mainly comprises:

101, to carrying out construction lofting in the construction section, make the filling pile construction position;

102, utilize rotary drilling rig to dig hole, stake position in said filling pile construction position, and sleeve pipe is located in the hole, said stake position;

103, utilize hydraulic vibration device to be pressed into sleeve pipe to said filling pile construction position;

104, the sleeve pipe inward turning is carried out in said sleeve pipe position take soil, until the castinplace pile projected depth, form priming concrete pile hole;

105, in said priming concrete pile hole, lay reinforcing cage;

106, adopt the concrete pouring conduit in the said priming concrete pile hole of laying said reinforcing cage, to pour into concrete;

107, utilize said hydraulic vibration device to vibrate said sleeve pipe and also upwards extract said sleeve pipe simultaneously, finally form said castinplace pile.

Hydraulic vibration device described in the job practices of the present invention is a hydraulic vibration driver.Said hydraulic vibration driver makes hydraulic motor do mechanical rotation movement through hydraulic power supply, thereby realizes that the right eccentric wheel of every composition in the vibrating bin is with identical angle speed reverse rotation.These two centrifugal force that the rotation of paired eccentric wheels produces are cancelled out each other at one time at the component of rotating shaft center line connecting direction, at the component of rotating shaft line of centres vertical direction then mutual superposition and final stake (pipe) exciting force that forms.

Job practices of the present invention can be widely used in various geotechnic engineering stakes, especially to the high area of underground water level, near filling out Haiti district, alluvial delta area or mud being arranged or the soldier pile or the Construction of Engineering Pile of quicksand area deep foundation ditch.This method utilizes hydraulic vibration device as pressing pipe and get pipe unit, when pressing pipe, disposable said sleeve pipe is depressed into projected depth, and speed is fast, and efficient is high, while vibrate tube drawing during pile, makes concrete more closely knit, and pile quality is higher; Adopt a complete set of pipe to become holes protecting wall simultaneously as stake; And utilize Spiral digging machine soil taking hole forming in said sleeve pipe; Make full use of said sleeve pipe and the peripheral soil body is formed effectively go along with sb. to guard him, utilize said Spiral digging machine in said sleeve pipe, to carry out the soil excavation operation again, dig the dried operating environment of stake thereby form to revolve.Owing to adopted the disposable pressure pipe of said hydraulic vibration device to get pipe; Effectively save plug in the prior art pipe and dismounting pipe time, adopt the fully-sleeved filled pile technology simultaneously, handling safety is reliable; Efficient is high; Effectively avoided the problem of castinplace pile, to the disturbance of the peripheral soil body, made construction further reduce in minimizing earth volume and the digging process the influence of surrounding environment in the hole enlargement of weak soil property layer.This method has that speed is fast, efficient is high, the characteristics of economically feasible, safe and reliable, green construction, is a new green construction technology.

Below, in conjunction with concrete construction case, the immersed tube bored pile construction method of the hydraulic vibration of the embodiment of the invention is further specified.

As a concrete construction example, certain regional A plot engineering, floor space is about 100,000 m2, plans to build 9 37 to 51 layers of city integrated bodies, 3 layers of basement, the excavation of foundation pit degree of depth is 17m.This engineering place absolute altitude is+4.300 m, and the pattern foundation pit supporting structure scheme is:

(1) foundation ditch east side, southern side: lean on town road, adopt the pile-anchor retaining structure, sealing is carried out in churning between stake;

(2) foundation ditch north side, west side: Subway Line 5 is leaned near subway Line 1, west side in the foundation ditch north side; Adopt interlock stake+interior support to make supporting and protection structure.

777 of this practical applications hydraulic vibration tube-sinking cast-in-situ piles.Stake top mark height+1.000 m, interlock stake and rotary churning pile stake top mark height+1.000 m push up 1000 * 1200 Guan Liang are set, along the foundation ditch periphery, and in one steel concrete of stake apical cap beam setting brace summer, absolute altitude at the bottom of the foundation ditch-12.500 m.The pouring pile hole degree of depth 27 m, effective length are 24.10 m.

Before the practice of construction, must carry out relevant preparation of construction work earlier.

At first, be that data is prepared: should possess the geologic information and necessary hydrogeologic data of sitework before going into operation, pile foundation engineering working drawing and drawing joint hearing summary; Survey data such as the underground utilities in job site environment and the adjacent domain, underground structure, dangerous building, precision instrument workshop, as relate to also need pass through in the public underground railway track safety protection range and can construct after relevant subway side demonstration is permitted; The technical performance data of main construction machinery and corollary equipment thereof; The check of material requested and Mix Ratio Test; Must do the physical property test of material to required material; And entrust qualified test room to carry out the mix proportion test according to used raw material, commercial concrete should be to clear and definite concrete technical data of producer and index; Construction organization design or constructure scheme with effective pile foundation engineering, the reference of relevant load, construction test; The research engineering geological condition performs comprehensive preparation of construction.

Secondly, be that prepare the job site: according to designing requirement reasonable Arrangement construction plant, remove face of land foreign material, fill and lead up and roll the place; Rationally divide construction section according to the project reality needs, the mutual interference of construction machinery phase is avoided in make rational planning for technological process and traffic route and equipment, material position as far as possible, improves the plant equipment service efficiency; Be equipped with on-the-spot plant equipment such as rotary drilling rig, sleeve pipe, hydraulic vibration driver equipment, loop wheel machine, level gauge, electric welding machine according to project reality product certificate and survey report should be arranged.

Above-mentioned preparation for necessity before the engineering construction is the primary work that general construction must be accomplished.Below, elaborate in conjunction with the concrete formation of pile of this construction case to the immersed tube bored pile construction method of the described hydraulic vibration of the embodiment of the invention.

Carry out said step 101,, make the filling pile construction position carrying out construction lofting in the construction section.

At first, set up construction control network,,, bury stake underground, the coordinate figure that designs accurately is measured on the target according to floor plan design according to the basic point that relevant departments provide.Detect subsequently, angle measurement is with total powerstation or two survey time of J2 transit, and distance comes and goes observation, carries out compensating computation coordinate figure and certainty of measurement according to measured data.After having passed through just fixed, accurate measurement and repetition measurement, set up construction grid control net, survey and establish cross main shaft control point.Protect survey mark, as the foundation of construction plane control.

Then, carry out the construction lofting of plane stake and control line, carry out the position setting-out of pile foundation, when carrying out the absolute altitude setting-out in a hole, should in time check the absolute altitude of setting-out by " principle from integral body to the part ".Adopt total powerstation to prepare each some position of setting-out, make its error in regulating scope, squeeze into more than the soil body 50cm with timber, the nail steel nail is as elements of a fix point on the top, and the casting cement mortar is fixed on every side; Emit each control point, center, position according to the spacing of design working drawing again.During concrete operations, should protect control stake and stake position stake, check, check, protect all to survey the permanent control stake of establishing, provisional control stake and stake position stake, as pinpoint the problems to mend immediately to survey and reinforce.

As shown in Figure 2, carry out said step 102, rotary drilling rig 1 is in place, utilize said rotary drilling rig 1 to dig hole, stake position 2 in said filling pile construction position, and sleeve pipe 3 is located in the hole, said stake position 2.With said rotary drilling rig 1 in place before, answer the performance state of the said rotary drilling rig 1 of precheck whether good, guarantee said rotary drilling rig 1 operate as normal; For making the temporary fixed and location of said sleeve pipe 3 abilities; Convenient said sleeve pipe 3 adjustment verticality; Hole, said stake position 2 need be set, check definite filling pile construction position according to the measurement unwrapping wire and dig hole, said stake position 2, said stake hole 2 degree of depth h1 are controlled at 3.0~5.0m according to the soil property difference; It is temporary fixed to utilize said loop wheel machine that said sleeve pipe 3 handlings are also injected in the hole of digging 2, said stake position.

Like Fig. 3, shown in Figure 4, carry out said step 103, utilize hydraulic vibration driver 4 to be pressed into said sleeve pipe 3 to said filling pile construction position.

At first; Said hydraulic vibration driver 4 is in place; And proofread and correct said sleeve pipe 3 verticality: utilize said loop wheel machine that said hydraulic vibration driver 4 is mentioned to said sleeve pipe 3 nozzle positions; The power cabinet is placed in the position of horizontal equilibrium, must guarantee that the start key of said hydraulic vibration driver 4 is in closed condition before the ato unit, and the switch of assurance tube gripper is not at closure state; Said hydraulic vibration driver 4 is in place, proofreaies and correct verticality through said sleeve pipe 3 tube walls of said hydraulic vibration driver 4 tube gripper clampings and adjustment; Select two orthogonal orientation to adopt transit or plumb bob to monitor said sleeve pipe 3 verticality of ground with top on ground, the discovery deviation is corrected at any time.

Subsequently, be pressed into said sleeve pipe 3: after rectify perpendicular is qualified, utilize said hydraulic vibration driver 4 that said sleeve pipe 3 is pressed in the soil body, proofread and correct the adjustment verticality while compressing into, guarantee that said sleeve pipe 3 vertically meets the demands and to continue to compress into.Watch out for the slide stake that possibly occur and said sleeve pipe 3 and situation such as tear; Prevent oil pipe hard thing such as contacting metal emphatically in vibration processes; As far as possible nature stretches and prevents the bending extruding, and predict that said hydraulic vibration driver 4 possibly cause in process of rising or falling bump the extension phenomenon.Said hydraulic vibration driver 4 is not answered full speed operation when hydraulic fluid temperature is lower than 16 ℃, can under 1500RPM, vibrate and wait for, could full speed operation after the oil temperature rises.The continuous shaking time surpasses 30 minutes or said sleeve pipe 3 subsidence velocities must shut-down operation during less than 5cm/min; When being higher than 71 ℃, hydraulic fluid temperature must quit work.Should connect a safety rope during swing pipe, prevent that said tube gripper rapid decompression from unclamping.The said sleeve pipe 3 disposable design elevations that are depressed into, slowly promote again subsequently behind the 1m anti-insert to be pressed into to design elevation stop to compress into.After accomplishing immersed tube, guarantee that said hydraulic vibration driver 4 is not receiving just to open said tube gripper under the said loop wheel machine active force.The high difference h2 with ground level of said sleeve pipe 3 pipe top marks is preferably 1.0 m ~ 1.5m, makes things convenient for inspection of pore-forming situation and concrete spouting construction.

As shown in Figure 5, carry out said step 104, the sleeve pipe inward turning is carried out in said sleeve pipe 3 positions take soil, until the castinplace pile projected depth, form priming concrete pile hole.Move said rotary drilling rig 1 to said sleeve pipe 3 tops, make corresponding said sleeve pipe 3 centers, said rotary drilling rig 1 drilling bucket center, and proofread and correct verticality; Said rotary drilling rig 1 is fetched earth absolute altitude at the bottom of the design hole in said sleeve pipe 3; During whole hole, keep at the bottom of the said priming concrete pile hole hole at the bottom of the absolute altitude and said sleeve pipe 3 pipes the difference h3 of absolute altitude more than or equal to 2.0m; When reaching middle weathering or gentle breeze scar layer at the bottom of said sleeve pipe 3 pipes, said sleeve pipe 3 can stop to compress into, and a stake hole continues to creep into until the design hole depth.After the design hole depth of cutting the earth, loosened soil at the bottom of the cleaning hole is measured hole depth and is become hole perpendicularity, carries out an acceptance inspection after meeting design requirement.

As shown in Figure 6, carry out said step 105, in said priming concrete pile hole, lay reinforcing cage 5.Said priming concrete pile hole inspect for acceptance qualified after, begin to hang said reinforcing cage 5 and timely concrete perfusions be installed; Said reinforcing cage 5 hangs the length fibrous root and calculates according to said grout pile top mark height, must guarantee an accuracy of top design elevation when hanging, and allowable error is ± 100mm; When said reinforcing cage 5 is transferred, aim at center, position, said priming concrete pile hole hole, adopt positive and negative rotation progressively to transfer at leisure, put to design elevation and fix immediately; Said reinforcing cage 5 must keep plumbness when hand-hole is installed.

As shown in Figure 7, carry out said step 106, adopt said concrete pouring conduit 6 in the said priming concrete pile hole of laying said reinforcing cage 5, to pour into concrete.

After said reinforcing cage 5 hangs completion, just begin concrete pouring conduit 6 is installed, adopting diameter in the present embodiment is the concrete pouring conduit 6 of 250mm.Said conduit 6 joints must be easy to loading and unloading, is connected firmly, and has sealing ring, guarantees water-tight waterproofly, and said conduit 6 supportings must guarantee that said conduit 6 can go up and down flexibly.

Subsequently, placing of concrete adopts the construction of underwater concrete perfusion when in the said priming concrete pile hole hole water being arranged, and adopts the construction of dry hole perfusion in the said priming concrete pile hole hole when anhydrous.When adopting dry hole pouring method fluid concrete, the distance of said conduit 6 at the bottom of the hole should be less than or equal to 1.0m; If when adopting underwater concrete pouring method; Place concrete funnel and water proof rubber bladders; When laying said conduit 6; Should make the distance of said conduit 6 at the bottom of the hole be less than or equal to 0.4m, concrete first watering amount is 1.5 m3~2.0m3, guarantees that concrete can bury said conduit 6 degree of depth and be about 1.0 m~1.3m.In the concrete perfusion process, said conduit 6 is imbedded the concrete degree of depth and is remained between 4m~6m, and minimum length of embedment h4 must not be less than 2m; During placing of concrete, said conduit 6 should be with watering with carrying, and forbids said conduit 6 is proposed concrete surfaces or imbeds concrete dark excessively, once promotes length should not surpass 6m; Should prevent said reinforcing cage 5 come-ups in the concrete casting process, during near said reinforcing cage 5 tops, water velocity should suitably slow down at concrete surface; When concrete surface when being 1.0m~2.0m from said reinforcing cage 5 tops; Suspend concrete perfusion; Suitably promote said conduit 6; Said conduit 6 promotes wants slow, steady, avoids said conduit 6 inner concrete discharging impact forces excessive, makes said reinforcing cage 5 come-ups of said reinforcing cage 5 come-ups or said conduit 6 joint hook strips; When building said cast-in-place pile concrete, the empty filling of considered concrete space increases consumption, said sleeve pipe 3 pipe thicknesses and the corresponding amount of concrete of concrete fullness coefficient and once waters and accomplish.During practical operation, every sleeve filling pile should be made one group of test specimen.

Like Fig. 8, shown in Figure 9, carry out said step 107, utilize the said said sleeve pipe 3 of hydraulic vibration driver 4 vibrations and upwards extract said sleeve pipe 3 simultaneously, finally form said castinplace pile.Concrete spouting is accomplished, and can carry out the tube drawing operation through checking after reaching the requirement height.Utilize said loop wheel machine that said hydraulic vibration driver 4 is sling, with said sleeve pipe 3 tube walls of said hydraulic vibration driver 4 jaw clampings, the said loop wheel machine hoist cable of verification verticality.Start said hydraulic vibration driver 4 power sources, the said sleeve pipe 3 about 1min of vibration make concrete compaction before the tube drawing, reduce the frictional force of said sleeve pipe 3 tube walls and the soil body simultaneously, just begin tube drawing then.Said loop wheel machine cooperates said hydraulic vibration driver 4 vertically upward while vibrating tube drawing, and tube drawing should be noted at the uniform velocity carrying out, and pulls out pile until whole said sleeve pipe 3.Accordingly, during tube drawing, also should connect a safety rope, prevent that said tube gripper rapid decompression from unclamping.After pulling out the higher said sleeve pipe 3 of difficulty, must check one by one and keep away the glue that shakes, bolt, dental lamina etc., and detection of gear oven temperature, degree and hydraulic fluid temperature, if said sleeve pipe 3 tears and then answers hard stop, the said loop wheel machine power that fails simultaneously.After accomplishing tube drawing, guarantee that said hydraulic vibration driver 4 is not receiving just to open said tube gripper under the said loop wheel machine active force.After tube drawing is accomplished, should in time said priming concrete pile hole position be covered, to eliminate safe hidden trouble.

Need to prove; The present invention specifically constructs at the bottom of the high difference h2, said priming concrete pile hole hole with ground level of involved each item degree of depth, absolute altitude difference such as said stake position hole 2 degree of depth h1, said sleeve pipe 3 pipe top marks in the example at the bottom of the absolute altitude and said sleeve pipe 3 pipes, and the difference of absolute altitude is that said conduit 6 is imbedded concrete degree of depth h4 etc. at the bottom of difference h3, said concrete surface absolute altitude and said conduit 6 pipes of absolute altitude; Be merely the numerical value that requirement sets according to this construction example actual design; When adopting this method to carry out the sundry item construction; Fibrous root requires to be set at the numerical value that satisfies its construction requirement according to projects working design, promptly is not limited to the said numerical value of the embodiment of the invention.The present invention specifically constructs, and involved other each item numerical value and each depth difference requires to set according to concrete working design equally in the example, is not limited to this.

The immersed tube bored pile construction method of the described hydraulic vibration of the embodiment of the invention is by the common hydraulic vibration deep Tube Perfusion plinth construction technique of accomplishing such as rotary drilling rig, sleeve pipe, hydraulic vibration driver, loop wheel machine and concrete Watering.Through loop wheel machine and hydraulic vibration driver with the sleeve pipe hoisted in position, utilize shake power and hydraulic vibration driver, the sleeve pipe deadweight of hydraulic vibration driver vertical orientation that sleeve pipe is compressed into into the soil body; Utilize Spiral digging machine to carry out soil taking hole forming in the sleeve; After carry out that pile cages is installed and concrete perfusion, the hydraulic vibration driver vibration is with the process of sleeve pipe inner concrete vibration compacting pile when utilizing tube drawing again.The embodiment of the invention is compared traditional immersed tube bored pile construction method and is had following special:

1, job practices of the present invention adopts the sleeve pipe retaining wall, and utilizes Spiral digging machine soil taking hole forming in sleeve pipe, effectively avoids occurring collapsing various common common quality defects such as hole, constriction, and constructing operation is safe and reliable.

2, job practices of the present invention is non-crowded native "forming column, adopts open type not to be with the sharp heavy casing of stake, reduces the stake point of traditional immersed tunnelling method or the casing shoe resistance of shoe expense and corresponding increase.

3, job practices of the present invention adopts non-crowded native "forming column, can not produce soil compaction effect, has avoided the influence of crowded soil to periphery construction stake.

4, the mode of compressing into that adopts of job practices of the present invention is that hydraulic vibration is compressed into method, when avoiding traditional immersed tunnelling method injection to the influence of surrounding enviroment.

5, job practices immersed tube of the present invention is long sleeve pipe, the long sleeve pipe of 30m can be disposable with immersed tube to desired location, in sleeve pipe, revolve again and take soil, and the hammering method of non-traditional tube-sinking cast-in-situ pile method.

6, the bored pile piling diameter accomplished of job practices of the present invention can reach 1200mm~2800mm, and the expanded diameter of more traditional tube-sinking cast-in-situ pile 600mm~800mm is a lot of greatly, and maximum can reach case pile side friction 200T.

7, job practices of the present invention has made full use of to revolve and has dug that a fast pore-creating, walking displacement are convenient, a stake hole contraposition makes things convenient for characteristic of accurate; Reduce the time of the clear quarrel in the whole hole of traditional slurry drilled pile simultaneously; The whole hole speed that is cut clearly is fast; Plug into sleeve pipe and dismounting pipe time, fast 4~6 times of speed of application have been reduced than hydraulic pressure mill stake system sleeve filling pile.

8, job practices of the present invention makes full use of sleeve-shaped pile peripheral structure, forms stake hole dry hole operation, and the problem of castinplace pile in the hole enlargement of weak soil property layer avoided in the quality assurance that is cut clearly, fully guarantees the engineering piles quality; And effectively avoid mud off pore-forming technique stake side mud skin to reduce the engineering influence on pile bearing capacity, improve the bearing capacity of stake.

9, job practices of the present invention is owing to adopted the sleeve pipe retaining wall; The earthwork excavated volume of stake hole other type castinplace pile of earthwork excavated volume ratio tradition still less; Construction does not change or destroys peripheral underground soil property and environment; Avoid the generation of mud that the secondary pollution that environment causes is influenced, construction period is littler to the influence of surrounding enviroment.

10, job practices of the present invention has been owing to adopted fully-sleeved filled pile, and sleeve filling pile concrete fullness coefficient is less than 103%, than other type dash, that drilled pile is practiced thrift the engineering piles concrete amount is about 15%, effectively practices thrift construction material, reduces construction cost.

In sum; Job practices of the present invention have speed of application fast, reduce common quality defect, guarantee the engineering piles quality, improve stake bearing capacity, practice thrift construction material, reduce characteristics such as construction cost, energy-saving and environment friendly, be a new pile foundation green construction technology.

The above is the specific embodiment of the present invention; Should be pointed out that for those skilled in the art, under the prerequisite that does not break away from the principle of the invention; Can also make some improvement and retouching, these improvement and retouching also are regarded as protection scope of the present invention.

Claims (8)

1. the immersed tube bored pile construction method of hydraulic vibration is characterized in that, may further comprise the steps:
To carrying out construction lofting in the construction section, make the filling pile construction position;
Utilize hydraulic vibration device to be pressed into sleeve pipe to said filling pile construction position;
The sleeve pipe inward turning is carried out in said sleeve pipe position take soil,, form priming concrete pile hole until the castinplace pile projected depth;
In said priming concrete pile hole, lay reinforcing cage;
Adopt the concrete pouring conduit in the said priming concrete pile hole of laying said reinforcing cage, to pour into concrete;
Utilize said hydraulic vibration device to vibrate said sleeve pipe and also upwards extract said sleeve pipe simultaneously, finally form said castinplace pile.
2. the immersed tube bored pile construction method of hydraulic vibration as claimed in claim 1 is characterized in that said method also comprises step:
Utilize rotary drilling rig to dig hole, stake position in said filling pile construction position, and sleeve pipe is located in the hole, said stake position.
3. the immersed tube bored pile construction method of hydraulic vibration as claimed in claim 2 is characterized in that, hole, the said stake position degree of depth is 3.0m ~ 5.0m.
4. the immersed tube bored pile construction method of hydraulic vibration as claimed in claim 1 is characterized in that said hydraulic vibration device is a hydraulic vibration driver.
5. the immersed tube bored pile construction method of hydraulic vibration as claimed in claim 1 is characterized in that, when said filling pile construction position was pressed into said sleeve pipe, the high difference with ground level of said sleeve pipe pipe top mark was 1.0 m ~ 1.5m.
6. the immersed tube bored pile construction method of hydraulic vibration as claimed in claim 1 is characterized in that, revolve when taking native whole hole, at the bottom of the said priming concrete pile hole hole at the bottom of absolute altitude and the said sleeve pipe pipe difference of absolute altitude more than or equal to 2.0m.
7. the immersed tube bored pile construction method of hydraulic vibration as claimed in claim 1 is characterized in that, when in said priming concrete pile hole, pouring into concrete, the difference of absolute altitude is more than or equal to 2.0m at the bottom of concrete surface absolute altitude and the said catheter tube.
8. like the immersed tube bored pile construction method of each described hydraulic vibration among the claim 1-7; It is characterized in that this method is applied to the high area of groundwater table, near filling out Haiti district, alluvial delta area or mud being arranged or the soldier pile or the Construction of Engineering Pile of quicksand area deep foundation ditch.
CN2012101182262A 2012-04-20 2012-04-20 Construction method for hydraulic vibrating sinking pipe cast-in-place piles CN102635113A (en)

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CN102888839A (en) * 2012-10-16 2013-01-23 深圳市金泰建设工程有限公司 Construction method of static-pressure sleeve rotary digging filling pile
CN103741677A (en) * 2013-12-23 2014-04-23 广西科技大学 Production method for bored pile
CN104631442A (en) * 2014-12-24 2015-05-20 福建工程学院 Full casing pipe soil taking vibration construction method for squeezed and expanded cast-in-place pile
CN104831708A (en) * 2015-03-20 2015-08-12 深圳市工勘岩土集团有限公司 Foundation excavation retaining and protecting cast-in-situ bored pile construction method and equipment thereof
CN105887813A (en) * 2016-05-07 2016-08-24 深圳市宏业基基础工程有限公司 Large-diameter super-long pile construction method in karst area through full-casing pipe full rotating and rotary drilling
CN106638599A (en) * 2017-01-03 2017-05-10 江苏工程职业技术学院 Construction technology of open caisson vibroflotation type reinforced concrete pile composite foundation
CN108457267A (en) * 2018-02-12 2018-08-28 中铁十八局集团有限公司 A kind of basic forming hole method of railway sound barrier stake
CN109024572A (en) * 2018-08-02 2018-12-18 中国十七冶集团有限公司 A kind of rotary digging pile construction method
CN109056709A (en) * 2018-08-22 2018-12-21 中铁二十二局集团有限公司 A method of using full-sleeve hydraulic drill rig construction In Karst Areas For Bridge pile foundation
CN110145232A (en) * 2019-05-23 2019-08-20 贵州建工集团第六建筑工程有限责任公司 A kind of construction method for not mending slurry churning driven borehole
CN110387879A (en) * 2019-06-27 2019-10-29 中交第二航务工程局有限公司 A kind of concrete filling pile construction method of hydraulic vibration hammer hidden pipe
CN110792078A (en) * 2019-10-18 2020-02-14 龙德建设有限公司 Construction method of immersed tube cast-in-place pile

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CN102888839A (en) * 2012-10-16 2013-01-23 深圳市金泰建设工程有限公司 Construction method of static-pressure sleeve rotary digging filling pile
CN103741677A (en) * 2013-12-23 2014-04-23 广西科技大学 Production method for bored pile
CN104631442A (en) * 2014-12-24 2015-05-20 福建工程学院 Full casing pipe soil taking vibration construction method for squeezed and expanded cast-in-place pile
CN104831708A (en) * 2015-03-20 2015-08-12 深圳市工勘岩土集团有限公司 Foundation excavation retaining and protecting cast-in-situ bored pile construction method and equipment thereof
CN105887813A (en) * 2016-05-07 2016-08-24 深圳市宏业基基础工程有限公司 Large-diameter super-long pile construction method in karst area through full-casing pipe full rotating and rotary drilling
CN106638599A (en) * 2017-01-03 2017-05-10 江苏工程职业技术学院 Construction technology of open caisson vibroflotation type reinforced concrete pile composite foundation
CN108457267A (en) * 2018-02-12 2018-08-28 中铁十八局集团有限公司 A kind of basic forming hole method of railway sound barrier stake
CN109024572A (en) * 2018-08-02 2018-12-18 中国十七冶集团有限公司 A kind of rotary digging pile construction method
CN109056709A (en) * 2018-08-22 2018-12-21 中铁二十二局集团有限公司 A method of using full-sleeve hydraulic drill rig construction In Karst Areas For Bridge pile foundation
CN110145232A (en) * 2019-05-23 2019-08-20 贵州建工集团第六建筑工程有限责任公司 A kind of construction method for not mending slurry churning driven borehole
CN110145232B (en) * 2019-05-23 2020-09-25 贵州建工集团第六建筑工程有限责任公司 Construction method for rotary drilling hole without slurry supplement
CN110387879A (en) * 2019-06-27 2019-10-29 中交第二航务工程局有限公司 A kind of concrete filling pile construction method of hydraulic vibration hammer hidden pipe
CN110792078A (en) * 2019-10-18 2020-02-14 龙德建设有限公司 Construction method of immersed tube cast-in-place pile

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Application publication date: 20120815