CN105155517B - Drilling extruding pressure-bearing type bellows branch pile construction method - Google Patents
Drilling extruding pressure-bearing type bellows branch pile construction method Download PDFInfo
- Publication number
- CN105155517B CN105155517B CN201510598626.1A CN201510598626A CN105155517B CN 105155517 B CN105155517 B CN 105155517B CN 201510598626 A CN201510598626 A CN 201510598626A CN 105155517 B CN105155517 B CN 105155517B
- Authority
- CN
- China
- Prior art keywords
- branch
- pouch
- geotechnological
- extruding
- drilling
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
Drilled the present invention relates to one kind and extrude pressure-bearing type bellows branch pile construction method, pore-forming is drilled with using wet method or dry method first, then branch is squeezed out at different depth using the squeezed device of branch, then the reinforcing bar cage hoisting that bondage has geotechnological pouch is entered into hole, and water under high pressure mud is irrigated into geotechnological pouch makes its intumescent filler extrude branch, last concrete perfusion forms stake main body；Position of the geotechnological pouch on steel reinforcement cage is corresponding with drilling extruding branch location, and all geotechnological pouches at sustained height are firstly fixed in a strip geotextiles, and then the geotextiles are looped around on steel reinforcement cage, and fixation.Drilling extruding pressure-bearing type bellows branch pile branch reliable in quality of the present invention, the shortcomings of overcoming the easy collapse hole of conventional branch pile method branch, undergauge, difficult forming, also there is preferable applicability in the stratum such as the limited weak soil of conventional method, sand, obtain preferable technical economic benefit.
Description
Technical field
The present invention relates to a kind of construction method for the extruding pressure-bearing type bellows branch pile that drills, belong to pile foundation engineering field, fit
For the construction of expanding branch grouting pile, it is difficult to be molded especially suitable for extruding-enlarging branch tray in the stratum such as weak soil, sand squeezed
Branch branch pile driving construction.
Background technology
With extensive application of the pile foundation in Practical Project, its stress bearing mechanism has obtained numerous studies, great Liang Xin
Pile-type is continuously developed out, and is successfully applied in Practical Project.Expanding branch grouting pile is in multistage under-reamed pile technology
On the basis of a kind of pile-type for developing, made using a kind of dedicated hydraulic branch squeeze equipment and existing piling machinery coordinative composition of equipments
With, the suitable soil layer in stake holes, squeezed formation " branch " or " disk " of pressurizeing is carried out, while also the compacted compacting of surrounding soil, portion
Dividing improves physical features, the mechanical index of foundation soil, and effectively undermine potentiality, increases the end bearing surface product of single pile, will be original
Hold the point friction pile that holds a little to change into multiple ends for only one and hold friction end-bearing pile a little, so as to change the bearing mechanism of stake,
Increase considerably pile bearing capacity.
The squeezed construction of conventional branch uses hydraulic pressure branch disk squeezing and expanding machine, and the machinery is only applicable to the viscosity of plastic~hard plastic shape
Squeezed construction is carried out in soil layer, and because the release of pressure causes squeezed branch to be resiliently deformed after bow pressing arm recovery, for soft
Weak soil layer, loose~closely knit gravel soil layer, with the recovery of bow pressing arm, the squeezed branch in soft layer collapses therewith, sand
Squeezed branch in gravel soil layer is difficult to keep original extrusion shapes because the extruding of grit disturbs, in addition, extruding bifurcation accumulation
Loose fines be also difficult to remove completely in follow-up borehole cleaning, so as to cause after branch's concrete perfusion shape, quality up to not
To expection.
For squeezed branch's bored concrete pile, it is it to ensure the shape of squeezed branch, improve full property of the concrete in branch
The important leverage of Quality advance, this is also key issue to be solved by this invention.
The content of the invention
It is an object of the invention to for existing squeezed branch's bored concrete pile problem present in construction, there is provided Yi Zhongti
The drilling extruding pressure-bearing type bellows branch pile construction method of high construction quality.
This drilling extruding pressure-bearing type bellows branch pile construction method, comprises the following steps：
Step 1: bored concrete pile main body is drilled with pore-forming：Pore-forming is drilled with using wet method or dry method, drilling hole depth, aperture meet to set
Meter requires that a borehole cleaning metapore bottom sediment thickness meets to require；
Step 2: extruding-enlarging branch tray hole forming：Extrude hole wall from top to bottom using extruding-enlarging branch tray machine and be branched off into type, by branch tray machine
Different rotation angle forms multiple-limb, and the position of each branch is both needed to record accurately；
Step 3: steel reinforcement cage colligation and bondage geotechnique's pouch：The colligation of pile cages is irrigated according to design requirement, is made
Make geotechnological pouch, and ensure its watertightness, according to extruding branch location by geotechnological pouch bondage to steel reinforcement cage, geotechnological pouch is in
Relaxation shape, and diagonal brace is set in relevant position；
Step 4: installation horizontal grouting branch pipe and vertical slip casting house steward：Horizontal grouting branch pipe is passed through into sealing bolt joint
It is connected in geotechnological pouch, the other end is connected on vertical slip casting house steward by multiple way union, is reserved in vertical slip casting house steward
Slip casting inner tube with wedge-type seal plug；
Step 5: reinforcing bar cage hoisting enters drilling：Steel reinforcement cage takes usual manner to lift into drilling, all geotechnological pouch positions
Error between extruding-enlarging branch tray hole meets related request；
Step 6: geotechnological pouch inner high voltage grout injection：It is close with wedge shape in vertical slip casting house steward by being reserved in
The slip casting inner tube of blocking irrigates the squeezed branch's soil body in water under high pressure mud, packed press branch, and part from below to up；
Step 7: concrete perfusion：Concrete perfusion after the borehole cleaning that drills, form concrete tubular pile pile body.
As preferred：In the step 3, position of the geotechnological pouch on steel reinforcement cage is corresponding with extruding-enlarging branch tray hole site,
All geotechnological pouches at sustained height are firstly fixed in a ring-type geotextiles, and then the ring-type geotextiles are looped around reinforcing bar
On cage, and fixation.
As preferred：In the step 4, the connection between horizontal grouting branch pipe and geotechnological pouch is used with sealing ring
Screwed joint connects, and sets unidirectional rubber sealed valve to prevent slurry reflux.
As preferred：In the step 6, slip casting inner tube is pre-placed in vertical slip casting house steward, is set at the grout outlet of lower end
Wedge-type seal plug is put, when irrigating the geotechnological pouch branch of certain depth, the wedge-type seal plug of slip casting inner tube is promoted into distance should
More than branch at 0.5~1.0m, then high-pressure slip-casting.
The beneficial effects of the invention are as follows：
1st, geotechnological pouch is enclosure pouches, and branch is adapted with extruding, by making toward injection water under high pressure mud in pouch
Pouch outwards expands, to fill whole branch space, overcome the branch of conditional branch stake easily to collapse, ground adaptability difference lack
Fall into；
2nd, geotechnological pouch corresponding to each branch is all connected with horizontal grouting branch pipe, and each horizontal grouting branch pipe is all connected to stake
On the vertical slip casting house steward at center, all Grouting Pipes and geotechnological pouch are each attached on steel reinforcement cage, and slip casting house steward's high-pressure slip-casting makes
Branch's pouch expands all branches；
3rd, it can guarantee that extruding is branched off into using this technology in the sandy soils of easy collapse hole and the soft layer of easy shrinkage cavity
The quality of type, expand the scope of application of conditional branch stake.
Brief description of the drawings
Fig. 1 is drilling extruding pressure-bearing type bellows branch pile structural representation；
Fig. 2 is drilling extruding pressure-bearing type bellows branch pilework A-A profiles.
Description of reference numerals：1- steel reinforcement cages, 2- drillings, 3- extruding-enlarging branch trays hole, 4- diagonal braces, 5- geotechnique's pouch, 6- ring-types soil
Work cloth, the vertical slip casting house stewards of 7-, 8- horizontal grouting branch pipes, 9- concrete tubular pile pile bodies, 10- cement mortar extruding-enlarging branch trays, 11- shields
Cylinder, 12- soft layers, 13- gravel soil layers, 14- argillic horizons, 15- slip casting inner tubes.
Embodiment
The present invention is described further with reference to embodiment.The explanation of following embodiments is only intended to help and understands this
Invention.It should be pointed out that for those skilled in the art, under the premise without departing from the principles of the invention, also
Some improvement and modification can be carried out to the present invention, these are improved and modification also falls into the protection domain of the claims in the present invention
It is interior.
The construction technical requirement such as geotechnological pouch suture, steel reinforcement cage colligation, drilling and forming hole is no longer superfluous in embodiment of the present invention
State, emphasis illustrates embodiments of the present invention.
Fig. 1 is drilling extruding pressure-bearing type bellows branch pile structural representation, and Fig. 2 is drilling extruding pressure-bearing type bellows branch pile
Structure A-A profiles, shown in reference picture 1~2, drilling extruding pressure-bearing type bellows branch pile includes adjacent reinforced concrete bodies stake, water
The squeezed branch of mud high pressure, geotechnological pouch, ring-type geotextiles etc..
Cast-in-situ bored pile diameter 1000mm, long 20m, stratum are that the thick soft layers of 10m, 6m thickness are plastic successively from top to bottom
Shape argillic horizon, 4m thickness gravel soil layers.2 branches are set in Soft Soil Layer, at a distance of 3m；1 branch in argillic horizon；Set in gravel soil layer
Put 1 force bearing disk.Each branch is in cross arrangement, height 600mm, length 500mm, thickness 200mm, corresponding geotechnological pouch
Made according to the size.Vertical slip casting house steward uses diameter 50mm pvc pipe, and horizontal grouting branch pipe is using diameter 20mm's
Pvc pipe, the connection between vertical slip casting house steward and horizontal grouting branch pipe are attached using six siphunculus, and it is total to be vertically connected with vertical slip casting
Pipe, surrounding are connected four horizontal grouting branch pipes, connected using helixseal.Pass through spiral shell between horizontal grouting branch pipe and geotechnological pouch
Rotation is tightly connected, and junction, which adds a unidirectional rubber seal raft, prevents high pressure slurry reflux.
The main construction course of above-mentioned drilling extruding pressure-bearing type bellows branch pile is as follows：
Step 1: bored concrete pile main body is drilled with pore-forming：Pore-forming is drilled with using wet method or dry method, 2 hole depths of drilling, aperture meet to set
Meter requires that a borehole cleaning metapore bottom sediment thickness meets to require；
Step 2: extruding-enlarging branch tray hole 3 is molded：Extrude hole wall from top to bottom using extruding-enlarging branch tray machine and be branched off into type, by branch
Machine different rotation angle forms multiple-limb, and the position of each branch is both needed to record accurately；
Step 3: the colligation of steel reinforcement cage 1 and bondage geotechnique pouch 5：Tying up for pile cages 1 is irrigated according to design requirement
Prick, make geotechnological pouch 5, and ensure its watertightness, according to extruding branch location by the geotechnological bondage of pouch 5 to steel reinforcement cage 1, soil
Work pouch 5 is in relaxation shape, and sets diagonal brace 4 in relevant position；
Step 4: installation horizontal grouting branch pipe 8 and vertical slip casting house steward 7：Horizontal grouting branch pipe 8 is connect by sealing bolt
Head is connected in geotechnological pouch 1, and the other end is connected on vertical slip casting house steward 7 by multiple way union, in vertical slip casting house steward 7
The reserved slip casting inner tube 15 with wedge-type seal plug；
Step 5: steel reinforcement cage 1 is lifted into drilling 2：Steel reinforcement cage 1 takes usual manner to lift into drilling 2, all geotechnological pouches
Error between 5 positions and extruding-enlarging branch tray hole 3 meets related request；
Step 6: the geotechnological inner high voltage grout injection of pouch 5：Wedge shape is carried by being reserved in vertical slip casting house steward 7
The slip casting inner tube 15 of sealing-plug irrigates the squeezed branch's soil body in water under high pressure mud, packed press branch, and part from below to up；
Step 7: concrete perfusion：Concrete perfusion after the borehole cleaning that drills, form concrete tubular pile pile body 9.
The construction method is the colligation geotechnique pouch 5 on steel reinforcement cage, and connects Grouting Pipe, is made in the decentralization process of steel reinforcement cage 1
Geotechnological pouch 5 is directed at extruding-enlarging branch tray, to the squeezed branch of the geotechnological mesohigh grout injection of pouch 5 and the periphery soil body, is thusly-formed
Pressure-bearing type bellows branch, it ensure that the shape and grout pouring quality of branch.
Claims (4)
1. one kind drilling extruding pressure-bearing type bellows branch pile construction method, it is characterised in that comprise the following steps：
Step 1: bored concrete pile main body is drilled with pore-forming：Pore-forming is drilled with using wet method or dry method, drilling (2) hole depth, aperture meet design
It is required that a borehole cleaning metapore bottom sediment thickness meets to require；
Step 2: extruding-enlarging branch tray hole (3) are molded：Extrude hole wall from top to bottom using extruding-enlarging branch tray machine and be branched off into type, by branch tray machine
Different rotation angle forms multiple-limb, and the position of each branch is both needed to record accurately；
Step 3: steel reinforcement cage (1) colligation and bondage geotechnique pouch (5)：Tying up for pile cages (1) is irrigated according to design requirement
Prick, make geotechnological pouch (5), and ensure its watertightness, according to extruding branch location by geotechnological pouch (5) bondage to steel reinforcement cage
(1) on, geotechnological pouch (5) is in relaxation shape, and sets diagonal brace (4) in relevant position；
Step 4: installation horizontal grouting branch pipe (8) and vertical slip casting house steward (7)：Horizontal grouting branch pipe (8) is passed through into sealing bolt
Joint is connected in geotechnological pouch (5), and the other end is connected on vertical slip casting house steward (7), and band is reserved in vertical slip casting house steward (7)
The slip casting inner tube (15) of wedge-type seal plug；Vertically the connection between slip casting house steward (7) and horizontal grouting branch pipe (8) is entered using six siphunculus
Row connection, is vertically connected with vertical slip casting house steward (7), and surrounding is connected four horizontal grouting branch pipes (8), connected using helixseal
Connect；
Step 5: steel reinforcement cage (1) is lifted into drilling (2)：Steel reinforcement cage (1) takes usual manner to lift into drilling (2), all geotechniques
Error between pouch (5) position and extruding-enlarging branch tray hole (3) meets related request；
Step 6: geotechnological pouch (5) inner high voltage grout injection：Wedge shape is carried by being reserved in vertical slip casting house steward (7)
The slip casting inner tube (15) of sealing-plug irrigates water under high pressure mud, packed press branch, and the squeezed branch's soil body in part from below to up；
Step 7: concrete perfusion：Concrete perfusion after the borehole cleaning that drills, form concrete tubular pile pile body (9).
2. drilling extruding pressure-bearing type bellows branch pile construction method according to claim 1, it is characterised in that the step
In three, position of the geotechnological pouch (5) on steel reinforcement cage is corresponding with extruding-enlarging branch tray hole (3) position, all soil at sustained height
Work pouch (5) is firstly fixed on a ring-type geotextiles (6), and then the ring-type geotextiles (6) are looped around on steel reinforcement cage (1),
And fixation.
3. drilling extruding pressure-bearing type bellows branch pile construction method according to claim 1, it is characterised in that：The step
In four, the connection between horizontal grouting branch pipe (8) and geotechnological pouch (5) is connected using the screwed joint with sealing ring, and is set
Putting unidirectional rubber sealed valve prevents slurry reflux.
4. drilling extruding pressure-bearing type bellows branch pile construction method according to claim 1, it is characterised in that：The step
In six, slip casting inner tube (15) is pre-placed in vertical slip casting house steward (7), and wedge-type seal plug, perfusion are set at the grout outlet of lower end
During the geotechnological pouch branch of certain depth, the wedge-type seal plug of slip casting inner tube (15) is promoted to apart from more than the branch 0.5~
At 1.0m, then high-pressure slip-casting.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510598626.1A CN105155517B (en) | 2015-09-18 | 2015-09-18 | Drilling extruding pressure-bearing type bellows branch pile construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510598626.1A CN105155517B (en) | 2015-09-18 | 2015-09-18 | Drilling extruding pressure-bearing type bellows branch pile construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105155517A CN105155517A (en) | 2015-12-16 |
| CN105155517B true CN105155517B (en) | 2018-01-16 |
Family
ID=54796537
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510598626.1A Active CN105155517B (en) | 2015-09-18 | 2015-09-18 | Drilling extruding pressure-bearing type bellows branch pile construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105155517B (en) |
Families Citing this family (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106759277A (en) * | 2016-11-16 | 2017-05-31 | 上海市建工设计研究院有限公司 | Grouting device, bottom-enlarging prefabricated pile tube, bottom-enlarging filling pile and its construction method |
| CN108049804B (en) * | 2017-10-23 | 2019-10-11 | 河北省地矿局国土资源勘查中心 | Non-excavation in-situ replacement spiral drilling method for unconsolidated formation |
| CN108265710B (en) * | 2018-03-07 | 2023-07-14 | 刘寅平 | Post-grouting prefabricated hollow pipe tree root pile structure and construction method |
| CN110984130B (en) * | 2020-01-07 | 2021-07-20 | 湘潭大学 | Slurry stopping system and method for preventing blockage and slurry return outside hole of crushing belt |
| CN111622674B (en) * | 2020-05-29 | 2021-07-23 | 华北科技学院 | Soft rock reaming device and reaming method |
| CN113174925B (en) * | 2021-04-12 | 2022-06-21 | 三峡大学 | Coral sand ground foundation pile using expanding agent and construction method |
Family Cites Families (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201109909Y (en) * | 2007-10-12 | 2008-09-03 | 韩顺和 | Crushing-enlarging disk-supporting pile |
| KR101166880B1 (en) * | 2009-01-29 | 2012-07-19 | 홍지기술산업주식회사 | Pile and Environmentally-friendly revetment structure using the same |
| CN102587358B (en) * | 2012-03-27 | 2014-04-16 | 河海大学 | Construction technology of high polymer material post-grouting squeezed cast-in-place pile |
| CN103711122B (en) * | 2013-12-09 | 2016-05-04 | 德州市公路工程总公司 | A kind of cloth bag expands the construction method of squeezing concrete support disk pile |
-
2015
- 2015-09-18 CN CN201510598626.1A patent/CN105155517B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN105155517A (en) | 2015-12-16 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105155517B (en) | Drilling extruding pressure-bearing type bellows branch pile construction method | |
| CN103835284B (en) | A kind of Pile In Drill In Karst Terrain structure and construction method | |
| CN102587358B (en) | Construction technology of high polymer material post-grouting squeezed cast-in-place pile | |
| CN101644049B (en) | Slurry injection technique of double-valve sleeve valve tube of cloth bag | |
| CN104131575A (en) | Plugging and drainage method for dam foundation on karst highly developed stratum | |
| CN204959737U (en) | Stake of drilling extrusion pressure -bearing type bag formula branch | |
| CN103452100A (en) | Construction method of post-grouting squeezing and expanding combination cast-in-place bored pile | |
| CN106013133A (en) | Drilling pile with a bar-reinforced squeezed branch-plate, and construction method thereof | |
| CN105908744A (en) | Pore pressure counterforce construction method, construction device and soil clearing device | |
| CN103114578B (en) | Grouting molding pedestal pile and construction method thereof and pedestal expanding device | |
| CN103556628B (en) | Spiral conical soil compaction pile construction method | |
| CN104005404A (en) | Prestressed pipe pile coated with active material pile body and construction method | |
| CN107513995A (en) | A kind of bridge struction pile post grouting construction method | |
| CN202194149U (en) | Water-proof curtain | |
| CN107653889A (en) | A kind of shaped steel pressure is poured water the construction method of soil curtain support pile | |
| CN206204967U (en) | A kind of double perfusion pile cofferdam | |
| CN101793027B (en) | Core-grouted static pressure anchor rod pile | |
| CN107587502A (en) | A kind of spiral-digging pore pressure pour water soil occlusion curtain pile construction method | |
| CN205171547U (en) | Recoverable miniature stock wall | |
| CN104213554A (en) | Construction method of slip-casting variable-cross section steel pipe pile and expansion and extrusion device of slip-casting variable-cross section steel pipe pile | |
| CN114197501A (en) | Reinforcement system for large-scale landslide control and construction method thereof | |
| CN106480878A (en) | A kind of upper and lower part expansion type soil cement is combined pile tube | |
| CN203834469U (en) | Bag bottom expansion rigid and flexible combined pile | |
| CN112813959B (en) | Sleeve valve pipe grouting device and method based on elastic film | |
| CN204898670U (en) | Counter -force steel -pipe pile pile pulling device and clear native device are pressed to hole |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20181224 Address after: No. 930 Lingshi Road, Jing'an District, Shanghai 200072 Patentee after: Shanghai Geological Construction Co., Ltd. Address before: 310015 room 3, unit 3, Wanda Commercial Center, Hangzhou, Zhejiang, 1901. Patentee before: Hangzhou Jiang Run Science and Technology Ltd. |