CN106351210A - Composite precast pile and pile sinking construction method - Google Patents
Composite precast pile and pile sinking construction method Download PDFInfo
- Publication number
- CN106351210A CN106351210A CN201610876097.1A CN201610876097A CN106351210A CN 106351210 A CN106351210 A CN 106351210A CN 201610876097 A CN201610876097 A CN 201610876097A CN 106351210 A CN106351210 A CN 106351210A
- Authority
- CN
- China
- Prior art keywords
- pile
- section
- prefabricated pile
- mixing
- mixing prefabricated
- 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.)
- Granted
Links
Classifications
-
- 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
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/02—Placing by driving
- E02D7/06—Power-driven drivers
Abstract
The invention discloses a composite precast pile and a pile sinking construction method suitable for the composite precast pile under the situations of a thin overlying quaternary system cover layer and large underlying intensely weathered or intermediary weathered bed rock stratum top surface change. A hollow channel is reserved in the middle of the composite precast pile and includes a section A and a section B, and the section A is located at the upper portion of the section B and is higher than the section B in concrete strength level. The composite precast pile and the pile sinking construction method overcome the technical defect that the top elevation of the precast pile is not in place on an underlying bed rock relief site and reliable rooting cannot be achieved at the pile end, the cost waste of pile head cutting is effectively reduced, and the bearing capability of the pile and the working stability of a pile foundation are remarkably improved.
Description
Technical field
The present invention relates to pile foundation engineering field, more particularly, to a kind of mixing prefabricated pile and pile sinking construction method.
Background technology
In China's wide geographic area, overlying the 4th is cover layer, the lower this stratum condition ratio of severely-weathered or middle weathered rockses that crouches
Than all it is.Particularly in short hilly country, this soil layer with binary nature of pixel operation is very common.Because overlaying bedrock face becomes
Change larger, using the problem often running into pile-type selection during pile foundation.Generally bored concrete pile is preferred version, can be because stake is long
Adjusted at any time during construction pore-creating, but should not control because it has construction quality, sediment borehole cleaning is not in place, steel reinforcement cage
Precast length not can determine that, long construction period, relatively costly, and does not recommend the problems such as civilized construction to adopt, prefabricated on the contrary
The problem that stake (particularly phc stake) is not in place despite the presence of absolute altitude and will " be beheaded ", but due to being of relatively low cost, constructing
The advantages of quality and cycle are controlled and more adopted.
Although but do not stint the cost of " beheading " using prefabricated pile, but still another question occurs.Stake top absolute altitude
Not in place, illustrate that stake end may have arrived at bedrock surface it is impossible to make a forcible entry into, otherwise pile crown will be broken again, affect pile body
Quality, simultaneously because stake end cannot ensure to enter supporting course (basement rock) certain depth, forms unstable outstanding pile, design is taken
Very unfavorable with vertical bearing capacity of single pile, in addition deformation all there is certain hidden danger.This situation is relatively shallower for bedrock surface
Place particularly disadvantageous.The searching solution stake top absolute altitude in overlaying bedrock fluctuating place for the prefabricated pile is not in place, stake end cannot be reliable
The problem taken root, is extremely paid close attention to by engineers and technicians always, but there is no reliable technological means can implement at present.
Content of the invention
In order to solve the problems referred to above of the prior art, the invention provides a kind of mixing prefabricated post and piling construction side
Method, overcomes on overlaying bedrock fluctuating place, and the technology such as prefabricated pile stake top absolute altitude is not in place, cannot reliably take root in stake end lacks
Fall into, under conditions of keeping the various technical advantage of prefabricated pile, the cost that can reduce cutting pile crown wastes, and improves holding of stake simultaneously
Loading capability, it is ensured that stablizing of pile foundation, has good Practical significance to China's pile foundation engineering.
Present invention one side provides a kind of mixing prefabricated pile, reserved hollow channel in the middle of stake, and described mixing is pre-
Stake processed includes a section and b section, and, on the top of described b section, described a section concrete strength grade is higher than b section for described a section.
Preferably, described a section concrete strength grade is not less than c60, and described b section concrete strength grade is not more than c15.
Preferably, described mixing prefabricated pile pile body is shaped as cylindrical or cuboid.
Preferably, the section of described hollow channel is circle, and its a diameter of 100-150mm is big to meet common Grouting Pipe
Little it is advisable.
Preferably, the section of described hollow channel is square, and its area is 8000-18000mm2.
Preferably, the described a section closing prefabricated pile and the same section of b section, and the arrangement of reinforcement method phase of described a section and described b section
With.
This mixing prefabricated pile overall length is l=la+lb, and l, la and lb can become different length as three parameters, pre-production
Prefabricated pile, forms pre-engineered series pile-type, to adapt to different bedrock surface buried depth needs, wherein preferably b segment length≤1m；
It is further preferred that b segment length is 0.75m.
Described a section and the mixing prefabricated pile of described b section composition, can be according to strength grade segmentation in a stake mould during production
Pour pile.
Another aspect of the invention additionally provide one kind be applied to overlying the 4th be cover layer, lower sleeping severely-weathered or air slaking
The pile sinking construction method of the mixing prefabricated pile of bedrock formation, comprises the following steps:
Step 1: preparation is as claimed in claim 1 to mix prefabricated pile；
Step 2: with prepared mixing prefabricated pile in heavy hammer and low strike step 1, after first time occurs jumping hammer, be changed to weight high strike
Mixing prefabricated pile, until last ten pile penetrations hit are less than 25-30mm, receive hammer and stops beating；
Step 3: pass through the hollow channel in pile body to bottom stake end, the slip casting at stake end using grouting pipe, form b section pile body
Broken concrete, bedrock surface surface air slaking body, the part soil body and stake end bar are in the grouting and reinforcing body of one, after pressure stabilisation
Stop slip casting.
Preferably, in described step 2, last ten pile penetrations hit are less than 25mm.
Heavy hammer and low strike is using dropping hammer, any one in steam hammer, diesel hammer or hydraulic hammer, preferably diesel hammer.Low hit
When pile monkey fall between about 0.7m-1m, preferably from about 0.8m.
During slip casting in described step 3, pressure is not less than 1.0 mpa, preferably 1.0 mpa.
In described step 2, the material of slip casting is cement based grout material, forms b section pile concrete fragment, bedrock surface surface
Air slaking body, the part soil body and stake end bar are in the grouting and reinforcing body of one.
It is cover layer, lower sleeping strong that mixing prefabricated pile provided by the present invention and its pile sinking construction method are applied to overlying the 4th
The binary nature of pixel operation soil layer such as air slaking or middle weathered rockses, be particularly suited for overlying the 4th be cover layer relatively thin, lower sleeping severely-weathered or in
The situation that weathered rockses stratum top surface changes greatly, has good Practical significance.
Compared with prior art, the method have the advantages that
1) mixing prefabricated pile provided by the present invention and its pile sinking construction method, overcome on overlaying bedrock fluctuating place, in advance
Stake stake top absolute altitude processed is not in place, the technological deficiency that cannot reliably take root in stake end；
2) the high low-intensity of hollow provided by the present invention mixes prefabricated pile and can effectively reduce the cost of cutting pile crown and wastes, significantly
Improve bearing capacity and the pile foundation job stability of stake.
Brief description
Fig. 1 is the elevation of mixing prefabricated pile of the present invention；In figure: 1- stake top, 2-a section, 3-b section, 4- stake end, h-h
For mixing the horizontal cross-section of prefabricated pile.
Fig. 2 respectively illustrates the h-h sectional view of the mixing prefabricated pile of embodiment 1 and embodiment 2；In figure: 1- hollow channel,
2- reinforcing bar.
Fig. 3 is the piling construction schematic diagram of the mixing prefabricated pile of embodiment 1.
Specific embodiment
With reference to specific embodiment, the present invention is further elaborated, but the present invention is not limited to following embodiment party
Formula.
Embodiment 1
Present embodiments provide a kind of mixing prefabricated pile, as shown in figure 1, pile-type is the high low-intensity of hollow mixes prefabricated pile, by a and
Two sections of compositions of b, a section is the pile for prestressed pipe consistent with common GB specification, and length is la, b section and the same section of a section, and length is
lb；Pile body is cylindrical, middle reserved hollow channel；The section of described hollow channel be circle, this circle a diameter of
100mm, pile body h-h sectional view is as shown in Figure 2 a.
Above-mentioned mixing prefabricated pile overall length is l=la+lb, and l, la and lb can become different length as three parameters, pre-production
Prefabricated pile, formed pre-engineered series pile-type, to adapt to different bedrock surface buried depth needs；The length of lb is 0.8m.
Wherein, the pile body construction of a section stake, material and all consistent with common GB specification, the concrete strengths such as reinforcing bar configuration
Grade is c80；B section stake adopts low-grade concrete intensity, and strength grade is c15, and its arrangement of reinforcement method is identical with a section.
The hollow high low-intensity mixing prefabricated pile of a section and b section composition, can be according to strength grade in a stake mould during production
Segmentation pours pile.
Embodiment 2
Present embodiments provide a kind of mixing prefabricated pile, as shown in figure 1, pile-type is the high low-intensity of hollow mixes prefabricated pile, by a and
Two sections of compositions of b, a section is the pile for prestressed pipe consistent with common GB specification, and length is la, b section and the same section of a section, and length is
lb；Pile body is cuboid, middle reserved hollow channel；The section of described hollow channel is square, this foursquare area
For 18000mm2, pile body h-h sectional view is as shown in Figure 2 b.
Above-mentioned mixing prefabricated pile overall length is l=la+lb, and l, la and lb can become different length as three parameters, pre-production
Prefabricated pile, formed pre-engineered series pile-type, to adapt to different bedrock surface buried depth needs；The length of lb is 0.8m.
Wherein, the pile body construction of a section stake, material and all consistent with common GB specification, the concrete strengths such as reinforcing bar configuration
Grade is c80；B section stake adopts low-grade concrete intensity, and strength grade is c15, and its arrangement of reinforcement method is identical with a section.
The hollow high low-intensity mixing prefabricated pile of a section and b section composition, can be according to strength grade in a stake mould during production
Segmentation pours pile.
Embodiment 3
Present embodiments provide a kind of pile sinking construction method of mixing prefabricated pile, piling principle is as shown in figure 3, include following walking
Rapid:
Step 1: the mixing prefabricated pile described in preparation embodiment 1；
Step 2: hit initially with diesel hammer is low, the falling away from about 0.8m of each pile monkey, when first time there is jumping hammer, stake end
Meet with bedrock surface, then proceed to use diesel hammer high strike, until down degree of last ten hits is less than receipts hammer during 25mm and stops beating；
Step: 3: grouting pipe is inserted into an end by the hollow channel in pile body, carrying out pressure at stake end is 1.5 mpa
High-pressure slip-casting, form b section pile concrete fragment, bedrock surface surface air slaking body, the part soil body and stake end bar in one
Grouting and reinforcing body, stopping slip casting after pressure stabilisation.Described injecting paste material is mortar.
Mixing prefabricated pile and its pile sinking construction method that the present embodiment provides, overcome on overlaying bedrock fluctuating place,
Prefabricated pile stake top absolute altitude is not in place, the technological deficiency that cannot reliably take root in stake end；And can effectively reduce the one-tenth of cutting pile crown
This waste, is greatly improved bearing capacity and the pile foundation job stability of stake.
Above the specific embodiment of the present invention is described in detail, but it has been intended only as example, the present invention has not limited
It is formed on particular embodiments described above.To those skilled in the art, any equivalent modifications that the present invention is carried out and
Substitute also all among scope of the invention.Therefore, the impartial conversion made without departing from the spirit and scope of the invention and
Modification, all should cover within the scope of the invention.
Claims (10)
1. it is characterised in that reserving hollow channel in the middle of stake, described mixing prefabricated pile includes a section and b to a kind of mixing prefabricated pile
Section, on the top of described b section, described a section concrete strength grade is higher than b section for described a section.
2. mixing prefabricated pile according to claim 1 is it is characterised in that described a section concrete strength grade is not less than
C60, described b section concrete strength grade is not more than c15.
3. mixing prefabricated pile according to claim 1 is it is characterised in that described mixing prefabricated pile pile body is shaped as cylinder
The bodily form or cuboid.
4., it is characterised in that the section of described hollow channel is circle, it is straight for mixing prefabricated pile according to claim 1
Footpath is 100-150mm.
5. according to claim 1 mixing prefabricated pile it is characterised in that described hollow channel section be square, its
Area is 8000-18000mm2.
6. mixing prefabricated pile according to claim 1 is it is characterised in that described a section and the same section of b section, and a section and b
The arrangement of reinforcement method of section is identical.
7. mixing prefabricated pile according to claim 1 is it is characterised in that described b segment length≤1m.
8. a kind of be applied to overlying the 4th be cover layer, lower sleeping severely-weathered or air slaking bedrock formation mixing prefabricated pile pile sinking
Construction method is it is characterised in that comprise the following steps:
Step 1: preparation is as claimed in claim 1 to mix prefabricated pile；
Step 2: with prepared mixing prefabricated pile in heavy hammer and low strike step 1, after first time occurs jumping hammer, be changed to weight high strike
Mixing prefabricated pile, until last ten pile penetrations hit are less than 25-30mm, receive hammer and stops beating；
Step 3: pass through the hollow channel in pile body to bottom stake end, the slip casting at stake end using grouting pipe, form b section pile body
Broken concrete, bedrock surface surface air slaking body, the part soil body and stake end bar are in the grouting and reinforcing body of one, after pressure stabilisation
Stop slip casting.
9. pile sinking construction method according to claim 8 is it is characterised in that last ten pile penetration hit in described step 2
Less than 25mm.
10. pile sinking construction method according to claim 8 is it is characterised in that pressure during slip casting in described step 3
Power is not less than 1.0 mpa.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610876097.1A CN106351210B (en) | 2016-10-08 | 2016-10-08 | A kind of mixing prefabricated pile and pile sinking construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610876097.1A CN106351210B (en) | 2016-10-08 | 2016-10-08 | A kind of mixing prefabricated pile and pile sinking construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106351210A true CN106351210A (en) | 2017-01-25 |
| CN106351210B CN106351210B (en) | 2019-11-29 |
Family
ID=57866236
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610876097.1A Active CN106351210B (en) | 2016-10-08 | 2016-10-08 | A kind of mixing prefabricated pile and pile sinking construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106351210B (en) |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1386936A (en) * | 2002-05-28 | 2002-12-25 | 立基工程有限公司 | Combined rock-embedding pile and its construction method |
| CN1458346A (en) * | 2003-04-30 | 2003-11-26 | 立基工程有限公司 | Rock engaged combined pile and its construction method |
| JP2004124452A (en) * | 2002-10-01 | 2004-04-22 | Geotop Corp | Foundation pile structure in bearing ground and working method of foundation pile |
| CN1896383A (en) * | 2005-07-14 | 2007-01-17 | 胡柏英 | Steel-pipe concrete assembled pile of predrilled hole rock-embedded and its construction |
| CN201520973U (en) * | 2009-10-20 | 2010-07-07 | 上海强劲基础工程有限公司 | Precast pile with grouting hole |
| CN103741683A (en) * | 2013-12-23 | 2014-04-23 | 浙江天润建设有限公司 | Bag bottom expanding rigid-flexible combined pile and construction method thereof |
| CN102808403B (en) * | 2011-05-30 | 2014-07-02 | 宝山钢铁股份有限公司 | Precast tubular pile and construction method thereof |
| CN105908773A (en) * | 2016-06-12 | 2016-08-31 | 上海勘测设计研究院有限公司 | Two-stage socketed pile wind turbine foundation for shallow covering stratum foundation of offshore wind plant and construction method |
-
2016
- 2016-10-08 CN CN201610876097.1A patent/CN106351210B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1386936A (en) * | 2002-05-28 | 2002-12-25 | 立基工程有限公司 | Combined rock-embedding pile and its construction method |
| JP2004124452A (en) * | 2002-10-01 | 2004-04-22 | Geotop Corp | Foundation pile structure in bearing ground and working method of foundation pile |
| CN1458346A (en) * | 2003-04-30 | 2003-11-26 | 立基工程有限公司 | Rock engaged combined pile and its construction method |
| CN1896383A (en) * | 2005-07-14 | 2007-01-17 | 胡柏英 | Steel-pipe concrete assembled pile of predrilled hole rock-embedded and its construction |
| CN201520973U (en) * | 2009-10-20 | 2010-07-07 | 上海强劲基础工程有限公司 | Precast pile with grouting hole |
| CN102808403B (en) * | 2011-05-30 | 2014-07-02 | 宝山钢铁股份有限公司 | Precast tubular pile and construction method thereof |
| CN103741683A (en) * | 2013-12-23 | 2014-04-23 | 浙江天润建设有限公司 | Bag bottom expanding rigid-flexible combined pile and construction method thereof |
| CN105908773A (en) * | 2016-06-12 | 2016-08-31 | 上海勘测设计研究院有限公司 | Two-stage socketed pile wind turbine foundation for shallow covering stratum foundation of offshore wind plant and construction method |
Non-Patent Citations (2)
| Title |
|---|
| 藤延京: "《中国建筑学会地基基础分会2008年学术年会论文集》", 30 June 2008, 知识产权出版社 * |
| 鲍国宁: "浅谈TSC桩与PHC桩组合桩在海峡青年交流营地项目中的应用", 《江西建材》 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106351210B (en) | 2019-11-29 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN100371537C (en) | Novel method for reinforcing deep soft foundition-cencrete core sand stone pile compound foundition method | |
| CN102011399B (en) | PHC pile-based multiple high jet pedestal pile construction method | |
| CN105625294A (en) | Composite foundation and construction method thereof | |
| CN203924036U (en) | A kind of pile for prestressed pipe of outsourcing active material pile body | |
| CN104846841B (en) | Anti-floating construction method for basements without uplift piles | |
| CN207109475U (en) | It is close to mountain high-filled subgrade stabilization and Deformation control structure | |
| CN103184734A (en) | Implanted and grouted compound pile and construction method | |
| CN107503257A (en) | One kind is close to mountain high-filled subgrade stabilization and Deformation control structure and construction method | |
| CN206784372U (en) | Injection forming club-footed pile | |
| CN101812843A (en) | Centre grouted poured post-grouting pile construction methods, and grouter and grout injector used thereby | |
| CN104314078A (en) | Concrete pile construction equipment and construction method thereof | |
| CN106522191A (en) | Transformer substation foundation treatment method and application thereof | |
| CN104863132A (en) | Bougainvillea spectabilis willd-shaped cement-soil mixing pile and shaping method thereof | |
| CN104762956B (en) | Method for forming pile based on construction waste recycled aggregate | |
| CN106245643A (en) | A kind of compound pile-type structure being applicable to the process of coastal deep reclaimed ground and construction method | |
| CN104631440A (en) | Stiffening core lengthening foundation pit support structure for existing large-diameter bored concrete pile and construction method | |
| CN109252433A (en) | Method soft soil foundation intensive treatment construction and reinforce soft soil foundation foundation pit | |
| CN202187340U (en) | Socketed pile with concrete-filled steel tube core column | |
| CN105484270B (en) | Reinforcement protection construction method of high steep old rubble retaining wall adjacent to deep foundation pit | |
| CN209066518U (en) | A kind of constructing structure of section of stake forced-landing tilt correcting structure and miniature steel pipe pile | |
| CN206157726U (en) | Composite pile type structure suitable for coast deep dredger fill soil foundation handle | |
| CN106245641A (en) | PHC pile tube post grouting construction technique and PHC pile tube composite pile | |
| CN205475211U (en) | A mix soil extrusion solidification precast pile for soft base is handled | |
| CN205501998U (en) | Expand end combination end -bearing pile basis | |
| CN204780975U (en) | A four return circuit terminal steel pipe poles are drawn and are dug compound basis of anchor log for medium voltage electric distribution circuit |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |