CN107460882B - A kind of retaining piles construction method of deep basal pit closing sealing - Google Patents
A kind of retaining piles construction method of deep basal pit closing sealing Download PDFInfo
- Publication number
- CN107460882B CN107460882B CN201710471652.7A CN201710471652A CN107460882B CN 107460882 B CN107460882 B CN 107460882B CN 201710471652 A CN201710471652 A CN 201710471652A CN 107460882 B CN107460882 B CN 107460882B
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- sequence
- stake holes
- stake
- grouting pipe
- concrete
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- 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
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/16—Restraining of underground water by damming or interrupting the passage of underground water by placing or applying sealing substances
-
- 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
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/36—Concrete or concrete-like piles cast in position ; Apparatus for making same making without use of mouldpipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B10/00—Drill bits
- E21B10/26—Drill bits with leading portion, i.e. drill bits with a pilot cutter; Drill bits for enlarging the borehole, e.g. reamers
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
Abstract
The invention provides a kind of retaining piles construction method of deep basal pit closing sealing, first presses design position line setting at retaining piles scene, makes stake position label；Construction campshed leads wall later；Carry out I sequence pile hole construction and casting；Then drilling construction is carried out between the II sequence stake holes hole location each adjacent two I sequence stake holes, when carrying out II sequence pile hole construction, using the boring assemblies of outer side band wire brush, and concrete is poured；Later to the Grouting Pipe slip casting of I sequence pile cages two sides, the gap between stake is closed.The present invention adapts to the operating condition that level of ground water is higher than the foundation pit enclosure campshed of excavation face, by the way that adjacent studs are overlapped, sealing and retaining support are carried out by pile body itself concrete, due to using post grouting process to carry out slip casting closing between stake, gap plugging is tight between guaranteeing stake, it is ensured that water-stagnating effect, it is not necessary that water-stop curtain is separately provided, the cost for reducing construction, significantly shortens the construction period, and improves the water-stagnating effect of foundation pit enclosure campshed.
Description
Technical field
The invention belongs to technical field of buildings, constructs more particularly, to a kind of retaining piles of deep basal pit closing sealing
Method.
Background technique
Traditional deep foundation pit support side wall generally uses campshed that water-stop curtain, interlocking pile or diaphram wall etc. is added to go along with sb. to guard him knot
Structure.Traditional campshed adds water-stop curtain building enclosure, and there are problems, for example, water stop curtain structure increases project occupation of land,
Construction cost is big, exists simultaneously the defect for occupying duration and crossed construction.Interlocking pile and continuous underground wall structure construction need to put into
More large-scale piling machinery, and technique controlling difficulty is big, construction complexity is higher, is affected to project cost.
Summary of the invention
In view of this, the invention is directed to a kind of retaining piles construction method of deep basal pit closing sealing, this is applied
Work method can also reach the sealing effect of deep basal pit in the case where no water-stop curtain, meet building enclosure earth-retaining and sealing
Double requirements.
In order to achieve the above objectives, the technical solution of the invention is achieved in that
A kind of retaining piles construction method of deep basal pit closing sealing, includes the following steps:
Design position line setting is pressed at retaining piles scene, makes stake position label；
Guide channel, formwork and concrete placings are excavated according to design stake position, construction campshed leads wall；
I sequence pile hole construction is carried out, is spaced an II sequence stake holes hole location between every two I sequence stake holes；
Make and install the steel reinforcement cage in I sequence stake holes, link position or so of the I sequence pile cages along each stake holes center
It is symmetrically arranged with Grouting Pipe, the different height position of the Grouting Pipe is equipped with several injected holes；
Concrete casting is carried out to I sequence stake holes；
Drilling construction is carried out between the II sequence stake holes hole location each adjacent two I sequence stake holes, carries out II sequence pile hole construction
When, using the boring assemblies of outer side band wire brush；
It makes and the steel reinforcement cage in II sequence stake holes is installed；
Concrete casting is carried out to II sequence stake holes；
The gap between stake is closed in Grouting Pipe slip casting to I sequence pile cages two sides.
Further, the Grouting Pipe uses DN25 welded still pipe.
Further, the campshed is led wall and is poured using C20 armored concrete, leads diameter 30-50mm, thickness >=200mm within the walls.
Further, the Grouting Pipe is in level of ground water part below every in 0.5m one group of injected hole of setting, every group
Each injected hole be uniformly arranged centered on Grouting Pipe axis.
Further, the I sequence stake holes and II sequence stake holes mutually overlapped part >=100mm.
Further, the steel reinforcement cage circular in cross-section in the I sequence stake holes, the steel reinforcement cage cross section in the II sequence stake holes
In rectangle.
Further, the verticality of the I sequence stake holes and II sequence stake holes is respectively less than 1%.
Compared with the existing technology, the invention has the advantage that
Construction method of the present invention is easy to implement, adapts to the operating condition that level of ground water is higher than the foundation pit enclosure campshed of excavation face, leads to
It crosses and overlaps adjacent studs, sealing and retaining support are carried out by pile body itself concrete, due to using grouting behind shaft or drift lining work between stake
Skill carries out slip casting closing, and gap plugging is tight between guaranteeing stake, it is ensured that water-stagnating effect is reduced it is not necessary that water-stop curtain is separately provided
The cost of construction, significantly shortens the construction period, and improves the water-stagnating effect of foundation pit enclosure campshed.
Detailed description of the invention
The attached drawing for constituting a part of the invention is used to provide to further understand the invention, present invention wound
The illustrative embodiments and their description made are used to explain the present invention creation, do not constitute the improper restriction to the invention.In
In attached drawing:
Fig. 1 is the invention stake holes and steel reinforcement cage arrangement schematic diagram；
Fig. 2 is the structural schematic diagram of boring assemblies in the invention；
Fig. 3 is the structural schematic diagram of Grouting Pipe in the invention.
Description of symbols:
1-I sequence stake holes；2-II sequence stake holes；3- I sequence pile cages；4- Grouting Pipe；5- wire brush；The bis- waistband drill bits of 6-；7-
Drilling rod；8- wing plate；9- waistband；10-II sequence pile cages；11- rubber sleeve；12- injected hole.
Specific embodiment
It should be noted that in the absence of conflict, the feature in embodiment and embodiment in the invention can
To be combined with each other.
In the description of the invention, it is to be understood that term " center ", " longitudinal direction ", " transverse direction ", "upper", "lower",
The orientation or positional relationship of the instructions such as "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outside" is
It is based on the orientation or positional relationship shown in the drawings, is merely for convenience of description the invention and simplifies description, rather than indicate
Or imply that signified device or element must have a particular orientation, be constructed and operated in a specific orientation, therefore cannot understand
For the limitation to the invention.In addition, term " first ", " second " etc. are used for description purposes only, and should not be understood as indicating
Or it implies relative importance or implicitly indicates the quantity of indicated technical characteristic." first ", " second " etc. are defined as a result,
Feature can explicitly or implicitly include one or more of the features.In the description of the invention, unless separately
It is described, the meaning of " plurality " is two or more.
In the description of the invention, it should be noted that unless otherwise clearly defined and limited, term " peace
Dress ", " connected ", " connection " shall be understood in a broad sense, for example, it may be being fixedly connected, may be a detachable connection, or integrally
Connection；It can be mechanical connection, be also possible to be electrically connected；Can be directly connected, can also indirectly connected through an intermediary,
It can be the connection inside two elements.For the ordinary skill in the art, on being understood by concrete condition
State concrete meaning of the term in the invention.
The present invention will be described in detail below with reference to the accompanying drawings and embodiments creates.
A kind of retaining piles construction method of deep basal pit closing sealing includes the following steps: such as Fig. 1 to 3
Design position line setting is pressed at retaining piles scene, makes stake position label, i.e., by retaining piles center scene
Design position is launched, and is marked；
Guide channel, formwork and concrete placings are excavated according to design stake position, construction campshed leads wall；
Pile foundation uses slewing drilling machine holing with slurry wall protection construction technology, and hole method is jumped at pore-forming interval, specifically, being advanced
Row I sequence stake holes 1 is constructed, and 2 hole location of II sequence stake holes is spaced between every two I sequence stake holes 1；The stake of II sequence is carried out in subsequent handling
It constructs in hole 2；
Make and install the steel reinforcement cage in I sequence stake holes, link position or so of the I sequence pile cages 3 along each stake holes center
It is symmetrically arranged with Grouting Pipe 4, the different height position of the Grouting Pipe 4 is equipped with several injected holes 12；To improve construction efficiency, I
The production of sequence pile cages 3 synchronous with 1 drilling of I sequence stake holes can carry out, and reach design hole depth in drilling, and after acceptance(check), then
Carry out steel reinforcement cage installation；
I sequence pile cages 3 install, and installation perfusion conduit and secondary pile hole cleaning, it is underwater that acceptance(check) carries out the stake of I sequence
Filling concrete；
Drilling construction is carried out between 2 hole location of II sequence stake holes each adjacent two I sequence stake holes, II sequence stake holes 2 is carried out and constructs
When, using the boring assemblies of outer side band wire brush 5；
It makes and the II sequence pile cages 10 in II sequence stake holes is installed；
Concrete casting is carried out to II sequence stake holes；
The gap between stake is closed in Grouting Pipe slip casting to I sequence pile cages two sides.It should be pointed out that for closing
The grouting with plunger in gap generally starts in the stake of I sequence and after II sequence stake pile 2 days between stake, by the slip casting into Grouting Pipe, realizes stake
Between gap closing, be effectively formed sealing and retaining support.Preferably, it can be infused using stake side longitudinal direction wire type grouting mode
Slurry closing.
It should be pointed out that the position for corresponding to injected hole in Grouting Pipe is set with telescopic rubber sleeve 11, the rubber
Check device when covering as concrete casting uses, and when being poured, concrete mortar is full of inside Grouting Pipe, by rubber
Set opens, and concrete is flowed into stake holes by the gap between rubber sleeve and Grouting Pipe, after casting complete, do not continue to
Concrete is supplied in Grouting Pipe, at this point, Grouting Pipe inner concrete will not be to pressure be generated on the inside of rubber sleeve, rubber sleeve is replied former
Position, is wrapped in again on the outside of Grouting Pipe, and the concrete being cast in stake holes will not flow back into Grouting Pipe from injected hole.
Above-mentioned Grouting Pipe uses DN25 welded still pipe.The verticality of above-mentioned I sequence stake holes and II sequence stake holes is respectively less than 1%, really
Protect pile quality.
StepIn, guide channel, assembling reinforcement, formwork are excavated according to design stake position and lead wall concrete placings.Wall is led using C20
Armored concrete pours, and leads diameter within the walls and is greater than 30~50mm of stake diameter, thickness not less than 200mm, meets drilling machine construction and hold to ground
It carries power, pile foundation positioning and verticality etc. to require, above-mentioned Grouting Pipe is in level of ground water part below and is arranged one group every 0.5m
Injected hole 12, each injected hole in every group are uniformly arranged centered on Grouting Pipe axis.
It should be pointed out that adjacent studs are mutually overlapped not less than 100mm, to carry out adjacent II before I sequence pile concrete final set
The bore operation of sequence stake, when carrying out the drilling construction of II sequence stake, used drill bit assembly needs to carry out relative to conventional bit
It improves, because constructing II sequence stake holes between two I sequence stake holes, and I sequence stake holes is mutually overlapped with II sequence stake holes, common drill bit holds
Easily in lap-joint's clamping stagnation, it is difficult to smoothly carry out the bore operation of II sequence stake holes again.
Therefore, when carrying out the bore operation of II sequence stake, boring assemblies use double waistband drill bits 6, and in the waistband of drill bit
Wire brush 5 is arranged in two sides, institute's bore diameter of double waistband drill bits 6 itself, which is less than, needs the stake holes diameter of pile, when drilling, by two sides
Wire brush reaming is gradually expanded to design stake diameter.Wire brush will not be hindered by I sequence stake holes and II sequence stake holes lap position, be had suitable
Answer stake holes diameter, can bend by pressure the characteristics of, bit drive wire brush rotation during, stake holes can gradually expand to
Required size.
Specific structure may is that drill bit assembly includes the drilling rod 7 at center and is mounted on drilling rod by wing plate 8 two
A waistband 9, the corresponding arrangement of this about 9 two waistband.9 outside of each waistband, is arranged wire brush 5, direct by wire brush 5 when reaming
It is contacted with stake holes inner wall.
It should be noted that under normal circumstances, lower part steel waistband outer diameter 50mm small compared with upper steel waistband, bore operation is stablized
Reliably.And upper steel waistband outer diameter is completed compared with the small 50mm of stake holes diameter diameter, the surplus of this 50mm is designed by wire brush reaming.
Steel reinforcement cage circular in cross-section in above-mentioned I sequence stake holes, the steel reinforcement cage cross section in the II sequence stake holes are in rectangle.
Due to being overlapped between I sequence stake holes and II sequence stake holes, the distance between two I sequence stake holes is less than II sequence stake holes diameter, therefore, II sequence
The steel reinforcement cage of stake holes domestic demand rectangle, it is according to round steel reinforcement cage, then undersized to adapt to the needs of size, it weakens into
Quality of pile, and difficulty is caused to gap process between closing stake.
Construction method of the present invention is easy to implement, adapts to the operating condition that level of ground water is higher than the foundation pit enclosure campshed of excavation face, leads to
It crosses and overlaps adjacent studs, sealing and retaining support are carried out by pile body itself concrete, due to using grouting behind shaft or drift lining work between stake
Skill carries out slip casting closing, and gap plugging is tight between guaranteeing stake, it is ensured that water-stagnating effect is reduced it is not necessary that water-stop curtain is separately provided
The cost of construction, significantly shortens the construction period, and improves the water-stagnating effect of foundation pit enclosure campshed.
The foregoing is merely the preferred embodiments of the invention, are not intended to limit the invention creation, all at this
Within the spirit and principle of innovation and creation, any modification, equivalent replacement, improvement and so on should be included in the invention
Protection scope within.
Claims (7)
1. a kind of retaining piles construction method of deep basal pit closing sealing, characterized by the following steps:
Design position line setting is pressed at retaining piles scene, makes stake position label；
Guide channel, formwork and concrete placings are excavated according to design stake position, construction campshed leads wall；
I sequence pile hole construction is carried out, is spaced an II sequence stake holes hole location between every two I sequence stake holes；
The steel reinforcement cage in I sequence stake holes is made and installs, link position of the I sequence pile cages along each stake holes center is symmetrical
It is provided with Grouting Pipe, the different height position of the Grouting Pipe is equipped with several injected holes；
Concrete casting is carried out to I sequence stake holes；
Drilling construction is carried out between the II sequence stake holes hole location each adjacent two I sequence stake holes, when carrying out II sequence pile hole construction, is used
The boring assemblies of outer side band wire brush；
It makes and the steel reinforcement cage in II sequence stake holes is installed；
Concrete casting is carried out to II sequence stake holes；
The gap between stake is closed in Grouting Pipe slip casting to I sequence pile cages two sides；
The position that injected hole is corresponded in Grouting Pipe is set with telescopic rubber sleeve (11), which is poured as concrete
When check device use, when being poured, concrete mortar is full of inside Grouting Pipe, rubber sleeve is opened, concrete is logical
The gap crossed between rubber sleeve and Grouting Pipe is flowed into stake holes, after casting complete, does not continue to supply into Grouting Pipe mixed
Solidifying soil, at this point, Grouting Pipe inner concrete will not be to pressure be generated on the inside of rubber sleeve, rubber sleeve homing is wrapped in note again
It starches on the outside of pipe, the concrete being cast in stake holes will not flow back into Grouting Pipe from injected hole；
When carrying out the bore operation of II sequence stake, boring assemblies are arranged using double waistband drill bits (6), and in the waistband two sides of drill bit
Wire brush (5), double institute's bore diameter of waistband drill bit (6) itself, which are less than, needs the stake holes diameter of pile, when drilling, by the steel wire of two sides
Brush reaming is gradually expanded to design stake diameter；
Two waistbands (9) that drill bit assembly includes the drilling rod (7) at center and is mounted on drilling rod by wing plate (8), this two waist
Band (9) corresponding arrangement up and down on the outside of each waistband (9), is arranged wire brush (5), when reaming, directly and stake holes by wire brush (5)
Inner wall contact.
2. a kind of retaining piles construction method of deep basal pit closing sealing according to claim 1, it is characterised in that: described
Grouting Pipe uses DN25 welded still pipe.
3. a kind of retaining piles construction method of deep basal pit closing sealing according to claim 1, it is characterised in that: described
Campshed is led wall and is poured using C20 armored concrete, and diameter 30-50mm, thickness >=200mm within the walls are led.
4. a kind of retaining piles construction method of deep basal pit closing sealing according to claim 1, it is characterised in that: described
Grouting Pipe is in level of ground water part below and one group of injected hole is arranged every 0.5m, and each injected hole in every group is with Grouting Pipe
It is uniformly arranged centered on axis.
5. a kind of retaining piles construction method of deep basal pit closing sealing according to claim 1, it is characterised in that: described
I sequence stake holes and II sequence stake holes mutually overlapped part >=100mm.
6. a kind of retaining piles construction method of deep basal pit closing sealing according to claim 1, it is characterised in that: described
Steel reinforcement cage circular in cross-section in I sequence stake holes, the steel reinforcement cage cross section in the II sequence stake holes are in rectangle.
7. a kind of retaining piles construction method of deep basal pit closing sealing according to claim 1, it is characterised in that: described
The verticality of I sequence stake holes and II sequence stake holes is respectively less than 1%.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710471652.7A CN107460882B (en) | 2017-06-20 | 2017-06-20 | A kind of retaining piles construction method of deep basal pit closing sealing |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710471652.7A CN107460882B (en) | 2017-06-20 | 2017-06-20 | A kind of retaining piles construction method of deep basal pit closing sealing |
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| Publication Number | Publication Date |
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| CN107460882A CN107460882A (en) | 2017-12-12 |
| CN107460882B true CN107460882B (en) | 2019-11-26 |
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Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108360542A (en) * | 2018-02-27 | 2018-08-03 | 北京城建华夏基础建设工程有限公司 | Waterproof between piles curtain combination stake side sleeve valve barrel grouting water stop construction method |
| CN108797620A (en) * | 2018-05-25 | 2018-11-13 | 北京地矿工程建设有限责任公司 | A kind of OPT construction method of interlocking pile |
| CN109812020B (en) * | 2019-04-04 | 2023-10-20 | 中建八局第一建设有限公司 | Strip-shaped full-section grouting pipe assembly and construction method |
| CN111021346A (en) * | 2019-12-14 | 2020-04-17 | 中冶天工集团有限公司 | Occlusive pile grouting pipe and using method thereof |
| CN111980016A (en) * | 2020-08-20 | 2020-11-24 | 盐城工学院 | Stiff cement soil support pile and construction method thereof |
| CN113431049A (en) * | 2021-06-28 | 2021-09-24 | 上海市基础工程集团有限公司 | Grouting reinforcement device for stopping water between cast-in-place pile piles and construction method |
| CN113668555A (en) * | 2021-08-05 | 2021-11-19 | 深圳市盛业建筑科技(集团)有限公司 | Deep foundation pit supporting construction method for large-pipe-diameter prestressed row piles |
| CN113684836A (en) * | 2021-08-31 | 2021-11-23 | 大成科创基础建设股份有限公司 | Deep basal pit supporting waterproof curtain structure |
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