CN110055959A - A kind of forming method of composite foundation pile and the grouting component of composite foundation pile - Google Patents
A kind of forming method of composite foundation pile and the grouting component of composite foundation pile Download PDFInfo
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- CN110055959A CN110055959A CN201810046858.XA CN201810046858A CN110055959A CN 110055959 A CN110055959 A CN 110055959A CN 201810046858 A CN201810046858 A CN 201810046858A CN 110055959 A CN110055959 A CN 110055959A
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- prefabricated pile
- pile
- slip casting
- prefabricated
- grouting
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/30—Prefabricated piles made of concrete or reinforced concrete or made of steel and concrete
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/50—Piles comprising both precast concrete portions and concrete portions cast in situ
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/62—Compacting the soil at the footing or in or along a casing by forcing cement or like material through tubes
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The present invention relates to a kind of forming methods of composite foundation pile, comprising steps of 1) selecting foundation pile position；2) in selected location by the way of the water-spray type slurry stirring in drilling, or spraying into the mode that cement slurry stirs again after drilling is completed makes the soil body and cement slurry be mixed to form soil cement；3) tripping in prefabricated pile in Xiang Suoshu soil cement；4) after scheduled curing time, cement slurry is re-injected in the gap between the outer surface of Xiang Suoshu prefabricated pile and the soil cement.The forming method fills the shrinkage joint due to generating in soil cement process of setting by contraction, ensure reliable contacts between soil cement and prefabricated pile, or reliable contacts between soil cement and prefabricated pile are made by the cement slurry of subsequent perfusion, to guarantee that the composite foundation pile has enough bearing capacities and withdrawal resistance, bring construction quality hidden danger due to shrinkage joint is eliminated.The invention further relates to a kind of grouting components of composite foundation pile.
Description
Technical field
The present invention relates to technical field of civil engineering, in particular to the forming method of a kind of composite foundation pile and composite foundation pile
Be in the milk component.
Background technique
Stir a kind of effective form that cement earth pile is current treatment of soft foundation deeply, be using cement as the host agent of curing agent,
Cement jet is entered using mixing pile machine and is sufficiently stirred with the soil body after the soil body, it is anti-that a series of physical chemistry occurs for cement and soil
It answers, weak soil is made to harden, in order to further enhance the deep bearing capacity for stirring cement earth pile, have also appeared a kind of composite foundation pile, this is multiple
Closing foundation pile is to stir cement earth pile after drilling is completed deeply by the stake holes of the prefabricated pile snubbing soil body and cement admixture, to mixed
It closes and is formed by bonding course after the pile body periphery of prefabricated pile and bottom package cement and soil shear failure after object solidifies, this kind multiple
The bearing capacity for closing pile foundation is greatly improved.
But there is following technical problems for this kind of composite foundation pile: after the completion of construction, cement is mixed with the soil body and is formed by
Native stake will gradually condense, and the native stake in condensation process will generate apparent contraction, and prefabricated pile is since intensity itself is higher, and
And prefabricated, therefore the shrinking percentage of prefabricated pile and spreading rate very little have been completed in factory, it can ignore substantially, this makes originally
Separation is produced between the native stake being close together and prefabricated pile.
It is well known that the most of frictional force between pile body and its surrounding matrix of the bearing capacity of stake itself, especially
It is the anti-pulling ability of stake, relys more on the frictional force between pile body and surrounding matrix, and when between native stake and prefabricated pile points
From later, the bearing capacity of composite foundation pile will be substantially reduced, this can cause serious security risk to construction quality.
Therefore, the shrinkage joint in composite foundation pile between native stake and prefabricated pile how is eliminated, to guarantee that composite foundation pile has
The technical issues of enough bearing capacities and withdrawal resistance are current those skilled in the art's urgent need to resolve.
Summary of the invention
In view of the above technical problems, the present invention provides a kind of forming method of composite foundation pile, so as to eliminate composite base
Shrinkage joint in stake between native stake and prefabricated pile eliminates peace to guarantee that composite foundation pile has enough bearing capacities and withdrawal resistance
Full hidden danger.
In addition to this, a kind of grouting component of composite foundation pile is also disclosed in the present invention.
In order to achieve the above objectives, the forming method of composite foundation pile provided by the invention, comprising steps of
1) foundation pile position is selected；
2) in selected location by the way of the water-spray type slurry stirring in drilling, or cement slurry is sprayed into again after drilling is completed
The mode of stirring makes the soil body and cement slurry be mixed to form soil cement；
3) tripping in prefabricated pile in Xiang Suoshu soil cement；
4) after scheduled curing time, in the gap between the outer surface of Xiang Suoshu prefabricated pile and the soil cement again
Secondary injection cement slurry.
Preferably, in the step 3), the prefabricated pile is solid core prefabricated pile or hollow prefabricated pile.
Preferably, in the step 3), the prefabricated pile is cross-section prefabricated pile or variable cross-section prefabricated pile.
Preferably, in the step 4), stop injecting the cement slurry after grouting pressure reaches predetermined pressure.
Preferably, be embedded with Grouting Pipe in the prefabricated pile in the step 3), or when the prefabricated pile described in tripping in
Grouting Pipe is set on the prefabricated pile, in the step 4), the cement slurry is injected into the gap by the Grouting Pipe.
Preferably, in the step 3), Grouting Pipe, the note are set on the prefabricated pile when prefabricated pile described in tripping in
The outer surface of the prefabricated pile is arranged in slurry pipe, and the Grouting Pipe is arranged in a vertical direction, and in the vertical direction, the slip casting
Multiple grouting ports being spaced apart are offered on pipe.
Preferably, the spacing between two grouting ports of arbitrary neighborhood is equal, and is provided in the grouting port unidirectional
Conducting structure.
Preferably, the more Grouting Pipes are disposed in the circumferentially-spaced of the prefabricated pile.
Preferably, the Grouting Pipe includes slip casting supervisor and slip casting branch pipe, is embedded with lateral arrangement in the prefabricated pile
One end of the slip casting branch pipe, the slip casting branch pipe is connected to the outer surface of the prefabricated pile, and what is be arranged in a vertical direction is described
Slip casting supervisor is connected to the other end of the slip casting branch pipe, wherein if the prefabricated pile is solid core prefabricated pile, the slip casting master
Pipe is embedded in the prefabricated pile；If the prefabricated pile is hollow pile, slip casting supervisor be embedded in the prefabricated pile or
It is threaded through in the mesoporous of the prefabricated pile.
Preferably, in the short transverse of the prefabricated pile, multiple slip casting branch pipes are intervally distributed with.
Preferably, the spacing between the arbitrary neighborhood two slip casting branch pipes is equal, and is provided in the slip casting branch pipe
One-way conduction structure.
Preferably, the more slip casting supervisors are disposed in the circumferentially-spaced of the prefabricated pile.
Preferably, the Grouting Pipe in the prefabricated pile, top be additionally provided with for in the adjacent prefabricated pile
The connected connecting cavity of the Grouting Pipe.
Preferably, the Grouting Pipe in prefabricated pile described in two adjacent sections is provided with throat structure on one of them, in addition
Flaring structure is provided on one, the throat structure is inserted in the flaring structure to be infused in prefabricated pile described in realization two adjacent sections
Starch the connection of pipe.
A kind of grouting component of composite foundation pile including the prefabricated pile being located in ground, and is coated on the prefabricated pile periphery
Soil cement solidification layer, the soil cement solidification layer is mixed by cement and the soil body to be formed, wherein is also set on the prefabricated pile
Set Grouting Pipe, the Grouting Pipe has for the gap priming petock between the soil cement solidification layer and the prefabricated pile outer surface
Mud.
Preferably, the prefabricated pile is solid core prefabricated pile or hollow prefabricated pile.
Preferably, the prefabricated pile is cross-section prefabricated pile or variable cross-section prefabricated pile.
Preferably, it is embedded with the Grouting Pipe in the prefabricated pile or the prefabricated pile is arranged in the Grouting Pipe
It is external.
Preferably, the outside of the prefabricated pile is arranged in the Grouting Pipe, and is located at the outer surface of the prefabricated pile, described
Grouting Pipe is arranged in a vertical direction, and in the vertical direction, and multiple grouting ports being spaced apart are offered in the Grouting Pipe.
Preferably, the spacing between two grouting ports of arbitrary neighborhood is equal, and is provided in the grouting port unidirectional
Conducting structure.
Preferably, the Grouting Pipe includes slip casting supervisor and slip casting branch pipe, is embedded with lateral arrangement in the prefabricated pile
One end of the slip casting branch pipe, the slip casting branch pipe is connected to the outer surface of the prefabricated pile, and what is be arranged in a vertical direction is described
Slip casting supervisor is connected to the other end of the slip casting branch pipe, wherein if the prefabricated pile is solid core prefabricated pile, the slip casting master
Pipe is embedded in the prefabricated pile；If the prefabricated pile is hollow pile, slip casting supervisor be embedded in the prefabricated pile or
It is threaded through in the mesoporous of the prefabricated pile.
Preferably, in the short transverse of the prefabricated pile, multiple slip casting branch pipes are intervally distributed with.
Preferably, the spacing between the arbitrary neighborhood two slip casting branch pipes is equal, and is provided in the slip casting branch pipe
One-way conduction structure.
As can be seen from the above technical solutions, disclosed in this invention composite foundation pile forming method in, it is selected first
Then cement and soil shear failure are mixed to form soil cement, and then the tripping in prefabricated pile into soil cement by foundation pile position, by predetermined
Curing time after, re-inject cement slurry into the gap between the outer surface and soil cement of prefabricated pile, it is prefabricated to fill
Generated shrinkage joint between stake and soil cement.
Since after scheduled curing time, claimed technical solution is also to the outer surface of prefabricated pile in the present invention
Gap between soil cement re-injects cement slurry, this makes the contraction due to generating in soil cement process of setting by contraction
Seam is filled, it is ensured that reliable contacts between soil cement and prefabricated pile, or by the cement slurry of subsequent perfusion make soil cement with
Reliable contacts between prefabricated pile are eliminated due to shrinkage joint to guarantee that the composite foundation pile has enough bearing capacities and withdrawal resistance
Bring construction quality hidden danger.
Disclosed in this invention composite foundation pile grouting component in, including be located at ground in prefabricated pile and be coated on
The soil cement solidification layer of prefabricated pile periphery, also sets up Grouting Pipe on prefabricated pile, Grouting Pipe be used for soil cement solidification layer with it is prefabricated
Gap cement injection between stake outer surface, after scheduled curing time, by Grouting Pipe to the outer surface of prefabricated pile
Gap between soil cement re-injects cement slurry, this makes the receipts generated since soil cement is different with prefabricated pile shrinking percentage
Contracting seam is filled, it is ensured that reliable contacts between soil cement and prefabricated pile, or soil cement is made by the cement slurry of subsequent perfusion
The reliable contacts between prefabricated pile are eliminated to guarantee that the composite foundation pile has enough bearing capacities and withdrawal resistance because of shrinkage joint
And bring construction quality hidden danger.
Detailed description of the invention
Fig. 1 is formed by the structural schematic diagram of shrinkage joint between prefabricated pile and soil cement；
Fig. 2 is the schematic cross-sectional view of the grouting component of the composite foundation pile disclosed in first embodiment；
Fig. 3 is the partial enlarged view (removal peripheral hardware pipeline) of part A in Fig. 2；
Fig. 4 is the status diagram that slip casting is carried out when soil cement does not solidify to form shrinkage joint；
Fig. 5-Fig. 7 uses schematic top plan view when different prefabricated piles for the grouting component in first embodiment；
Fig. 8 is the schematic cross-sectional view of the grouting component of the composite foundation pile disclosed in second embodiment；
Fig. 9-Figure 11 uses schematic top plan view when different prefabricated piles for the grouting component in second embodiment；
Figure 12 is the schematic cross-sectional view of the grouting component of the composite foundation pile disclosed in 3rd embodiment；
Figure 13-Figure 15 uses schematic top plan view when different prefabricated piles for the grouting component in 3rd embodiment；
Figure 16 is the schematic cross-sectional view of the grouting component of the composite foundation pile disclosed in fourth embodiment；
Figure 17-Figure 19 uses schematic top plan view when different prefabricated piles for the grouting component in fourth embodiment；
Figure 20 is the schematic cross-sectional view of the grouting component of the composite foundation pile disclosed in the 5th embodiment；
Figure 21-Figure 23 uses schematic top plan view when different prefabricated piles for the grouting component in the 5th embodiment；
Figure 24 is the schematic cross-sectional view of the grouting component of the composite foundation pile disclosed in sixth embodiment；
Figure 25-Figure 27 uses schematic top plan view when different prefabricated piles for the grouting component in sixth embodiment；
Figure 28 is the reducing and expansion mouth structure schematic diagram that the Grouting Pipe of two adjacent sections prefabricated pile connects；
Figure 29 is the method flow schematic diagram of the forming method of composite foundation pile disclosed in this invention.
Wherein, 1 is soil cement, and 2 be prefabricated pile, and 3 be shrinkage joint, and 4 be Grouting Pipe, and 41 are responsible for for slip casting, and 42 be slip casting branch
Pipe, 5 be connecting cavity, and 6 be one-way conduction structure, and 7 be peripheral hardware pipeline, and 8 buckle for pipeline, and B is reducing and expansion mouth structure.
Specific embodiment
One of core of the invention is to provide a kind of forming method of composite foundation pile, so as to eliminate native in composite foundation pile
Shrinkage joint between stake and prefabricated pile guarantees that composite foundation pile has enough bearing capacities and withdrawal resistance, eliminates security-hidden trouble.
Another core of the invention is to provide a kind of grouting component of composite foundation pile.
In order to enable those skilled in the art to better understand the solution of the present invention, with reference to the accompanying drawings and detailed description
The present invention is described in further detail.
Please refer to Figure 25, disclosed in this invention composite foundation pile forming method in, include the following steps:
S1: selected foundation pile position；
S2: the soil body and cement mixing is made to be mixed to form soil cement 1 in selected location (at selected foundation pile position), using side
The mode of drilling side water-spray type slurry, or spraying into the mode that cement slurry stirs again after drilling is completed makes the soil body mix shape with cement slurry
At soil cement 1 (soil cement forms native stake after solidification), cement can adopt common silicate cement, and ratio of mud example preferably controls
In the range of 0.4~0.5, according to design requirement, the cement consumption of every meter of soil cement 1 is no less than 50kg；When jet cement, open
Slurry pump pumps the stirring-head grout outlet of cement slurry to stake machine by pipeline, and the drilling rod of stake machine is promoted while stirring after pulp, is mentioned
Lifting speed is 0.5~0.8m/min, sufficiently mixes cement slurry and the soil body, if necessary, should also be promoted in the drilling rod of stake machine
To ground, slurry pump is closed, so that drilling rod is repeated stirring and sinks, need to be illustrated, the drilling in this step is mainly
Refer to that soil cement is formed in hole towards earth drilling；
S3: the tripping in prefabricated pile 2 into soil cement；
S4: grout injection in shrinkage joint 3 is formed by native stake and pre- by soil cement after scheduled curing time
The outer surface of stake processed can generate shrinkage joint 3, re-inject cement slurry into shrinkage joint 3 at this time.
As can be seen from the above technical solutions, after scheduled curing time, claimed technical side in the present invention
Case also re-injects cement slurry to the gap between the outer surface of prefabricated pile and soil cement 1, this makes by 1 process of setting of soil cement
The middle shrinkage joint 3 generated by contraction is filled, it is ensured that reliable contacts between soil cement 1 and prefabricated pile 2, or by subsequent
The cement slurry of perfusion makes reliable contacts between soil cement 1 and prefabricated pile 2, to guarantee that the composite foundation pile has enough bearing capacities
And withdrawal resistance, eliminate bring construction quality hidden danger due to shrinkage joint 3.
It needs to be illustrated, curing time is different according to the difference for the cement slurry for forming soil cement, therefore conserves
Time may be 5~10 days, it is also possible to be 10~15 days, be not specifically limited in the present invention to curing time.
It is had to when slip casting by scheduled curing time, the otherwise slip casting when soil cement does not solidify, cement slurry can be everywhere
Diffusion pollution surrounding soil, as shown in Figure 4.
The prefabricated pile 2 of tripping in can also be able to be hollow preformed pile for solid prefabricated pile, and prefabricated pile 2 can be entire body etc.
The prefabricated pile in section can also be the changed variable cross-section prefabricated pile of area of section in the axial direction, and those skilled in the art can
Understand, in order to guarantee that cement slurry can thoroughly tamp the gap between prefabricated pile outer surface and soil cement, in step S4
It carries out needing to reach preset pressure when grout pouring, according to the requirement of different engineerings, which may become
Change, to the preset pressure equally not restriction in the present invention.
Prefabricated pile 2 can production when be embedded with Grouting Pipe 4, or at the construction field (site) tripping in prefabricated pile 2 when in prefabricated pile 2
Upper setting Grouting Pipe 4, by Grouting Pipe 4 by grout pouring into the gap between soil cement 1 and prefabricated pile 2.
If at the construction field (site) be arranged Grouting Pipe 4, need to be carried out in tripping in prefabricated pile 2, regardless of prefabricated pile 2 be hollow pile or
Solid core stake, Grouting Pipe 4 may be provided on the outer surface of prefabricated pile, pass through the fixing pieces such as steel nail, iron wire, buckle and prefabricated pile 2
Fixed, Grouting Pipe 4 is distributed along vertical direction, in order to guarantee the uniformity of slurrying and reduce grouting pressure, in the perpendicular of prefabricated pile 2
Histogram is upward, multiple grouting ports being spaced apart is offered in Grouting Pipe 4, it is preferred that the spacing between two neighboring grouting port
It is equal, and external mud enters in grouting pipe grouting pipe is caused to block in order to prevent, is additionally provided in grouting port unidirectional
Conducting structure 6 (such as check valve).
More preferably, multiple Grouting Pipes 4 are disposed in the circumferentially-spaced of prefabricated pile 2, this may further ensure that
The uniformity of slip casting in gap.
Grouting Pipe 4 can be a vertical pipe arranging along 2 axis direction of prefabricated pile, and in addition to this, Grouting Pipe 4 can be with
It is made of slip casting supervisor 41 and slip casting branch pipe 42,42 lateral arrangement of slip casting branch pipe, slip casting branch pipe 42 should be embedded in prefabricated pile 2
It is interior, and one end of slip casting branch pipe 42 is connected to the outer surface of prefabricated pile 2, to inject cement slurry, slip casting supervisor into gap
41 are arranged in a vertical direction, and slip casting supervisor 41 is connected to the other end of slip casting branch pipe 42, so as to defeated into slip casting branch pipe 42
Enter cement slurry, when prefabricated pile 2 is solid core stake, slip casting supervisor 41 should also be as being embedded in prefabricated pile 2, when prefabricated pile 2 is hollow
When stake, slip casting supervisor 41 is embedded in prefabricated pile 2 or is threaded through in the mesoporous of prefabricated pile 2 at the construction field (site).
Certainly, in order to guarantee the uniformity of grout pouring, in the short transverse of prefabricated pile 2, it should also be spaced apart
Have multiple slip casting branch pipes 42, the spacing between two slip casting branch pipes 42 of arbitrary neighborhood is equal, and in order to prevent external mud into
Enter to cause in slip casting branch pipe 42 slip casting branch pipe 42 to block, one-way conduction structure 6 is additionally provided in slip casting branch pipe 42, is more highly preferred to
, more slip casting supervisors 41 are also arranged at intervals in the circumferential direction of prefabricated pile 2.
In order to guarantee the connection of Grouting Pipe 4 in two neighboring prefabricated pile 2,4 top of Grouting Pipe in each prefabricated pile 2 is also set
It is equipped with the connecting cavity 5 for being connected with the Grouting Pipe 4 in contiguous prefabricated stake 2；Or in two adjacent sections prefabricated pile 2, wherein one
Throat structure is set in a Grouting Pipe 4, flaring structure is provided on another, throat structure is inserted in flaring structure with reality
The connection of Grouting Pipe 4 in existing two adjacent sections prefabricated pile 2, as shown in Figure 24,28；Certainly, if installing Grouting Pipe at the construction field (site),
And the length of Grouting Pipe 4 is met the requirements, and connecting cavity 5 can not also be arranged at the top of Grouting Pipe 4.
A kind of grouting component of composite foundation pile is also disclosed in addition to above-mentioned forming method, in the embodiment of the present invention, is intended below
The grouting component is specifically described by six kinds of embodiments.
First embodiment: please first refering to fig. 2 to Fig. 7, in the first embodiment, grouting component includes being located in ground
Shape is mixed by cement and the soil body in prefabricated pile 2 and the soil cement solidification layer for being coated on 2 periphery of prefabricated pile, soil cement solidification layer
At, and Grouting Pipe 4 is additionally provided on prefabricated pile 2, the Grouting Pipe 4 be used for soil cement solidification layer and 2 outer surface of prefabricated pile it
Between gap in grout injection, peripheral hardware pipeline 7 with pulper for being connected.
Prefabricated pile 2 is hollow pile, and Grouting Pipe 4 is embedded in prefabricated pile 2, in order to realize the note in two adjacent sections prefabricated pile 2
The connection for starching pipe 4 is provided with connecting cavity 5, as shown in Figures 2 and 3, the water flowed out out of grouting port at the top of prefabricated pile 2
In mud dispersed filler to the gap of each position, external mud, which enters in grouting pipe 4, in order to prevent causes grouting pipe 4 stifled
It fills in, one-way conduction structure 6 is provided at grout outlet, the cross section of hollow pile can be diversified forms, such as Fig. 5 to Fig. 7, hollow pile
Cross section can be round, rectangle or regular hexagon, and certainly, the cross-sectional shape of hollow pile can also be other shapes, empty
The concrete shape of core stake cross section does not influence for realizing the present invention program, thus in the present embodiment to hollow pile its
He will not enumerate cross-sectional shape.
Second embodiment: please referring to Fig. 8 to Figure 11, and the difference with first embodiment is, the Grouting Pipe 4 in the present embodiment
Positioned at the outer surface of prefabricated pile 2, therefore the Grouting Pipe 4 can be arranged at the construction field (site), at the construction field (site) will note by pipeline buckle 8
Slurry pipe 4 is fixed at the outer surface of prefabricated pile 2, and Grouting Pipe 4 is lowered into soil cement jointly with prefabricated pile 2, and peripheral hardware pipeline 7 is used
It is connected in pulper.
In a second embodiment, prefabricated pile 2 is hollow pile, and such as Fig. 9 to Figure 11, hollow pile cross section can be round, square
Shape or regular hexagon, certainly, the cross-sectional shape of hollow pile can also be other shapes, the concrete shape of hollow pile cross section
Do not influenced for realizing the present invention program, thus in the present embodiment to other cross-sectional shapes of hollow pile equally no longer
It enumerates.
3rd embodiment: please referring to Figure 12 to Figure 15, and the difference with second embodiment is, the Grouting Pipe in the present embodiment
4 specifically include slip casting supervisor 41 and slip casting branch pipe 42, and wherein slip casting branch pipe 42 is embedded in prefabricated pile 2, and is transversely distributed,
One end of slip casting branch pipe 42 passes to the outer surface of prefabricated pile 2, and slip casting supervisor 41 is arranged in the vertical direction, and slip casting supervisor 41
It is connected to the other end of slip casting branch pipe 42.Prefabricated pile 2 in the present embodiment is similarly hollow pile, and slip casting supervisor 41 is arranged pre-
In the mesoporous of stake 2 processed, as shown in figure 12, slip casting supervisor 41 can be equally arranged by pipeline buckle 8 prefabricated at the construction field (site)
It in the mesoporous of stake 2, is then lowered into soil cement jointly with prefabricated pile 2, peripheral hardware pipeline 7 with pulper for being connected.
In the third embodiment, hollow pile cross section can be round, rectangle or regular hexagon, if Figure 13 is into Figure 15
Shown, certainly, the cross-sectional shape of hollow pile can also be other shapes, and the concrete shape of hollow pile cross section is for realizing this
It does not influence for scheme of the invention, therefore other cross-sectional shapes of hollow pile equally will not enumerate in the present embodiment.
Fourth embodiment: please referring to Figure 16 to Figure 19, and the difference with first embodiment is: the prefabricated pile in the present embodiment
2 be solid core stake, and Grouting Pipe 4 specifically includes slip casting supervisor 41 and slip casting branch pipe 42, and wherein slip casting branch pipe 42 is embedded in prefabricated pile 2
It is interior, and be transversely distributed, one end of slip casting branch pipe 42 passes to the outer surface of prefabricated pile, and slip casting supervisor 41 sets in the vertical direction
It sets, slip casting supervisor 41 is embedded in prefabricated pile 2 and is connected to the other end of slip casting branch pipe, and the top of slip casting supervisor 41 is provided with
It is connected for being responsible for 41 with the slip casting in contiguous prefabricated stake 2, or the connecting cavity 5 being connected with peripheral hardware pipeline 7.
In the fourth embodiment, solid core stake cross section can be round, rectangle or regular hexagon, if Figure 17 is into Figure 19
Shown, certainly, the cross-sectional shape of solid pile can also be other shapes, and the concrete shape of solid core stake cross section is for realizing this
It does not influence for scheme of the invention, therefore other cross-sectional shapes of solid core stake will not enumerate in the present embodiment.
5th embodiment: please referring to Figure 20 to Figure 23, and the difference with second embodiment is: the prefabricated pile in the present embodiment
2 be solid core stake.
In the 5th embodiment, solid core stake cross section can be round, rectangle or regular hexagon, if Figure 21 is into Figure 23
Shown, certainly, the cross-sectional shape of solid pile can also be other shapes, and the concrete shape of solid core stake cross section is for realizing this
It does not influence for scheme of the invention, therefore other cross-sectional shapes of solid core stake will not enumerate in the present embodiment.
Sixth embodiment: please referring to Figure 24 to Figure 27, and the difference with second embodiment is, the prefabricated pile in the present embodiment
2 be variable cross-section hollow preformed pile.
In the sixth embodiment, hollow pile cross section can be round, rectangle or regular hexagon, if Figure 25 is into Figure 27
Shown, certainly, the cross-sectional shape of hollow pile can also be other shapes, and the concrete shape of hollow pile cross section is for realizing this
It does not influence for scheme of the invention, therefore other cross-sectional shapes of hollow pile equally will not enumerate in the present embodiment.
The grouting component of the forming method to composite foundation pile provided by the present invention and composite foundation pile has carried out in detail above
It introduces.Used herein a specific example illustrates the principle and implementation of the invention, the explanation of above embodiments
It is merely used to help understand method and its core concept of the invention.It should be pointed out that for the ordinary skill people of the art
Member for, without departing from the principle of the present invention, can with several improvements and modifications are made to the present invention, these improve and
Modification is also fallen within the protection scope of the claims of the present invention.
Claims (10)
1. a kind of forming method of composite foundation pile, which is characterized in that comprising steps of
1) foundation pile position is selected；
2) in selected location by the way of the water-spray type slurry stirring in drilling, or cement slurry stirring is sprayed into again after drilling is completed
Mode make the soil body and cement slurry is mixed to form soil cement；
3) tripping in prefabricated pile in Xiang Suoshu soil cement；
4) it after scheduled curing time, is infused again in the gap between the outer surface of Xiang Suoshu prefabricated pile and the soil cement
Enter cement slurry, stops injecting the cement slurry after grouting pressure reaches predetermined pressure.
2. the forming method of composite foundation pile according to claim 1, which is characterized in that described pre- in the step 3)
Stake processed is solid core prefabricated pile or hollow prefabricated pile, and the prefabricated pile is cross-section prefabricated pile or variable cross-section prefabricated pile.
3. the forming method of composite foundation pile according to claim 1, which is characterized in that the prefabricated pile in the step 3)
It is inside embedded with Grouting Pipe, or Grouting Pipe is set on the prefabricated pile when prefabricated pile described in tripping in, in the step 4), is led to
It crosses the Grouting Pipe and injects the cement slurry into the gap.
4. the forming method of composite foundation pile according to claim 3, which is characterized in that in the step 3), tripping in institute
Grouting Pipe is set on the prefabricated pile when stating prefabricated pile, and the outer surface of the prefabricated pile, the note is arranged in the Grouting Pipe
Slurry pipe is arranged in a vertical direction, and in the vertical direction, multiple grouting ports being spaced apart is offered in the Grouting Pipe.
5. the forming method of composite foundation pile according to claim 4, which is characterized in that two grouting ports of arbitrary neighborhood
Between spacing it is equal, and one-way conduction structure is provided in the grouting port.
6. the forming method of composite foundation pile according to claim 3, which is characterized in that the Grouting Pipe includes slip casting supervisor
With slip casting branch pipe, the slip casting branch pipe of lateral arrangement is embedded in the prefabricated pile, one end of the slip casting branch pipe is connected to
The outer surface of the prefabricated pile, the slip casting supervisor being arranged in a vertical direction are connected to the other end of the slip casting branch pipe,
In, if the prefabricated pile is solid core prefabricated pile, the slip casting supervisor is embedded in the prefabricated pile；If the prefabricated pile is sky
Core stake, then the slip casting supervisor is embedded in the prefabricated pile or is threaded through in the mesoporous of the prefabricated pile.
7. the forming method of composite foundation pile according to claim 6, which is characterized in that in prefabricated pile described in two adjacent sections
The Grouting Pipe is provided with throat structure on one of them, is provided with flaring structure on another, the throat structure is inserted in
The connection of Grouting Pipe in prefabricated pile described in two adjacent sections is realized in the flaring structure.
8. a kind of grouting component of composite foundation pile, which is characterized in that including the prefabricated pile being located in ground, and be coated on described pre-
The soil cement solidification layer of stake periphery processed, the soil cement solidification layer is mixed by cement and the soil body to be formed, wherein described prefabricated
Grouting Pipe is also set up in stake, the Grouting Pipe is used for the gap between the soil cement solidification layer and the prefabricated pile outer surface
Cement injection.
9. the grouting component of composite foundation pile according to claim 8, which is characterized in that the Grouting Pipe is arranged described pre-
The outside of stake processed, and it is located at the outer surface of the prefabricated pile, the Grouting Pipe is arranged in a vertical direction, and in the vertical direction,
Multiple grouting ports being spaced apart are offered in the Grouting Pipe.
10. the grouting component of composite foundation pile according to claim 8, which is characterized in that the Grouting Pipe includes slip casting master
Pipe and slip casting branch pipe are embedded with the slip casting branch pipe of lateral arrangement, one end connection of the slip casting branch pipe in the prefabricated pile
To the outer surface of the prefabricated pile, the slip casting supervisor being arranged in a vertical direction is connected to the other end of the slip casting branch pipe,
Wherein, if the prefabricated pile is solid core prefabricated pile, the slip casting supervisor is embedded in the prefabricated pile；If the prefabricated pile is
Hollow pile, then the slip casting supervisor is embedded in the prefabricated pile or is threaded through in the mesoporous of the prefabricated pile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810046858.XA CN110055959A (en) | 2018-01-18 | 2018-01-18 | A kind of forming method of composite foundation pile and the grouting component of composite foundation pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810046858.XA CN110055959A (en) | 2018-01-18 | 2018-01-18 | A kind of forming method of composite foundation pile and the grouting component of composite foundation pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN110055959A true CN110055959A (en) | 2019-07-26 |
Family
ID=67315532
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810046858.XA Withdrawn CN110055959A (en) | 2018-01-18 | 2018-01-18 | A kind of forming method of composite foundation pile and the grouting component of composite foundation pile |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110055959A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111896339A (en) * | 2020-06-17 | 2020-11-06 | 长江大学 | Cement stone curing mold and dynamic gas corrosion experimental device |
| CN112695743A (en) * | 2020-12-31 | 2021-04-23 | 北京中岩大地科技股份有限公司 | Precast pile construction method based on in-situ ectopic stirring mode |
| CN114960673A (en) * | 2022-06-13 | 2022-08-30 | 中国一冶集团有限公司 | Quickly-formed deep foundation pit PC (polycarbonate) component supporting structure and construction method |
-
2018
- 2018-01-18 CN CN201810046858.XA patent/CN110055959A/en not_active Withdrawn
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111896339A (en) * | 2020-06-17 | 2020-11-06 | 长江大学 | Cement stone curing mold and dynamic gas corrosion experimental device |
| CN111896339B (en) * | 2020-06-17 | 2023-08-01 | 长江大学 | Cement stone maintenance mould and dynamic gas corrosion experimental device |
| CN112695743A (en) * | 2020-12-31 | 2021-04-23 | 北京中岩大地科技股份有限公司 | Precast pile construction method based on in-situ ectopic stirring mode |
| CN114960673A (en) * | 2022-06-13 | 2022-08-30 | 中国一冶集团有限公司 | Quickly-formed deep foundation pit PC (polycarbonate) component supporting structure and construction method |
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