CN106592583A - Deep pile head treatment method - Google Patents
Deep pile head treatment method Download PDFInfo
- Publication number
- CN106592583A CN106592583A CN201611162474.1A CN201611162474A CN106592583A CN 106592583 A CN106592583 A CN 106592583A CN 201611162474 A CN201611162474 A CN 201611162474A CN 106592583 A CN106592583 A CN 106592583A
- Authority
- CN
- China
- Prior art keywords
- pile
- stake
- casting
- steel
- steel pipe
- 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.)
- Pending
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
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
-
- 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
Abstract
The invention discloses a deep pile head treatment method. The treatment method includes the following steps that the pile position of a constructed pile is accurately found through measurement; drilling to the top of the constructed pile is conducted with a rotary drilling rig on the ground; a grouting steel tube framework type steel casing is sunken in a segmented manner along the hole wall according to the drilling depth; the grouting steel tube framework type steel casing is pressed into soil 1-2 m below the pile top design elevation with pile foundation equipment; grouting consolidation is conducted on a gap between the bottom of the grouting steel tube framework type steel casing and a pile head; under the situation of guaranteeing that the grouting steel tube framework type steel casing is internally free of underground water and is safe, the pile head is treated by entering the grouting steel tube framework type steel casing; and after the pile head reaches the requirements of design specifications, the grouting steel tube framework type steel casing is removed. By means of the deep pile head treatment method, construction safety and efficiency are improved, operation is simple, and the construction cost is low.
Description
Technical field
The present invention relates to technical field of building construction, and in particular to a kind of deep Stake head handling method.
Background technology
With the fast development of urban construction, some underground structures employ the mode of deep pile foundation, such as：Using heavy
When the bottom ground of the underground structure of well construction method is deep weak soil, deep pile foundation need to be adopted as the supporting of structures；
In addition, original deep pile foundation of reconstruction of the old city town needs to re-start utilization or removing etc..Due to the top of these deep pile foundations
This proposes particular/special requirement to construction to be embedded in soil layer deep (often reaching more than 10m), these depths before upper soil horizon is not excavated
The absolute altitude of portion's stake top need to reach design requirement.The stake in construction deep has cast-in-situ bored pile and hammering prefabricated tubular pile, but due to limited
In current Technology, the deep stake top absolute altitude after construction does not often reach design and the requirement of specification, needs to carry out stake top
Process meeting requirement.At present, conventional method is reprocessing of digging pit to stake top absolute altitude, and this is only applicable to routinely descend base
Hole and Structural Engineering construction, but for must first carry out the engineering of stake top process before not excavating, can only be in the position for having constructed stake
Put employing man-made digging pile mould-pipe method it is a section dig to stake top position, then servant in hole to stake bottom at
Reason, due to when run into higher level of ground water and stratum, soil layer it is poor in the case of, the matter of the construction of the operator in this device to hole
Amount and seat belt carry out detrimental effect.The present invention provides a kind of i.e. economic and stake top processing mode of safety with regard to the problems referred to above.
The content of the invention
The technical problem to be solved in the present invention is, in view of the foregoing defects the prior art has, there is provided a kind of deep stake
Head processing method, improves safety and the efficiency of construction of construction, and simple to operate, construction cost is low.
The present invention is for the solution technical scheme that adopted of above-mentioned technical problem：
A kind of deep Stake head handling method, comprises the following steps：
1) the stake position of stake of having constructed is found accurately by measurement；
2) drilled to the top of stake of having constructed with rotary drilling rig on the ground；
3) slip casting steel pipe skeleton formula steel pile casting is sunk to along hole wall according to the depth merogenesis of drilling；
4) slip casting steel pipe skeleton formula steel pile casting is pressed into below stake top designed elevation in the soil of 1m～2m by pile foundation equipment；
5) cement-grouting consolidation is carried out to the gap between slip casting steel pipe skeleton formula steel pile casting bottom and pile crown；
6) it is lower to slip casting steel pipe skeleton formula in the case where guaranteeing in slip casting steel pipe skeleton formula steel pile casting without underground water security
Pile crown is processed in steel pile casting；
7) pile crown is reached after the requirement of design specification, remove slip casting steel pipe skeleton formula steel pile casting.
According to above-mentioned technical proposal, described slip casting steel pipe skeleton formula steel pile casting includes steel pile casting and slip casting steel pipe, vertically
The slip casting steel pipe of setting is uniformly distributed on the inwall of steel pile casting along the circumference of steel pile casting.
According to above-mentioned technical proposal, the number of described slip casting steel pipe is 3～5.
According to above-mentioned technical proposal, steel pile casting is divided into more piece cylinder, often saves and annular stiffened panel is provided between cylinder, and annular adds
Gusset together form slip casting steel pipe skeleton with multiple slip casting steel pipes.
According to above-mentioned technical proposal, the steel plate thickness 8mm～20mm of steel pile casting.
According to above-mentioned technical proposal, described step 2) in, the diameter of drilling is noted than the enlarged diameter 30cm～50cm of stake
The external diameter of slurry steel pipe skeleton formula steel pile casting is equal to bore diameter.
The invention has the advantages that：
By the processing method of this deep pile crown, with safety, quick, easy, construction cost is low the characteristics of, especially fit
For rich groundwater, the deep Stake head handling of soil layer condition difference, safety and the efficiency of construction of construction, operation letter are improve
Single, construction cost is low.
Description of the drawings
Fig. 1 is the schematic diagram of embodiment of the present invention medium and deep Stake head handling method；
Fig. 2 is the A-A sectional views of Fig. 1；
Fig. 3 is the B-B sectional views of Fig. 1；
Fig. 4 is the C-C sectional views of Fig. 1；
In figure, 1- steel pile castings, 2- annular stiffened panels, 3- slip casting steel pipe skeleton formula steel pile castings, 4- slip casting presbyopia, 5- stakes, 6-
Stake top absolute altitude, 7- blenders, 8- pneumatic mortar machines, 9- pressure gauges, 10- ground, 11- slip casting steel pipes.
Specific embodiment
With reference to the accompanying drawings and examples the present invention is described in detail.
With reference to shown in Fig. 1～Fig. 4, the deep Stake head handling method in one embodiment that the present invention is provided, including it is following
Step：
1) the stake position of stake 5 of having constructed is found accurately by measurement；
2) drilled to the top of stake 5 of having constructed with rotary drilling rig on the ground；
3) slip casting steel pipe skeleton formula steel pile casting 3 is sunk to along hole wall according to the depth merogenesis of drilling；
4) slip casting steel pipe skeleton formula steel pile casting 3 is pushed up the soil of 1m～2m below designed elevation by pile foundation equipment jacked pile 5
In；
5) cement-grouting consolidation is carried out to the gap between the bottom of slip casting steel pipe skeleton formula steel pile casting 3 and stake 5, to prevent ground
Lower water is poured in steel pile casting 1；
6) it is lower to slip casting steel pipe skeleton in the case where guaranteeing in slip casting steel pipe skeleton formula steel pile casting 3 without underground water security
In formula steel pile casting 3 to stake 5 process；
7) after making 5 requirements for reaching design specification of stake, slip casting steel pipe skeleton formula steel pile casting 3 is removed.
By this deep stake processing method of 5, with safety, quick, easy, construction cost is low the characteristics of, especially
Suitable for rich groundwater, 5 process of deep stake of soil layer condition difference, safety and the efficiency of construction of construction are improve, operated
Simply, construction cost is low.
Further, described slip casting steel pipe skeleton formula steel pile casting 3 includes steel pile casting 1 and slip casting steel pipe 11, is vertically arranged
Slip casting steel pipe 11 be uniformly distributed on the inwall of steel pile casting 1 along the circumference of steel pile casting 1, formed slip casting steel pipe skeleton.
Further, the number of described slip casting steel pipe 11 is 4.
Further, 1 point of steel pile casting is more piece cylinder, often to save and be provided with annular stiffened panel 2 between cylinder；Between each section cylinder
By being welded to connect and cylinder and annular stiffened panel 2 between, annular stiffened panel together form slip casting with multiple slip casting steel pipes
Steel pipe skeleton.
Further, the steel plate thickness 8mm～20mm of steel pile casting 1；The thick depth and soil layer quality according to pore-forming of steel plate is come really
It is fixed.
Further, described step 2) in, the diameter of drilling than stake 5 enlarged diameter 30cm～50cm, slip casting steel pipe
The external diameter of skeleton steel pile casting 3 is equal to bore diameter.
Further, the slip casting steel pipe 11 of the bottom of steel pile casting 1 is provided with multiple slip casting presbyopia 4, and slip casting presbyopia 4 is distributed in steel
The interval that casing 1 overlaps with stake 5.
In one embodiment of the present of invention, the operation principle of the present invention：
This patent be utilized in having constructed stake 5 position ground on drilled to stake top absolute altitude 6 with rotary drilling rig,
Then the device steel pile casting 1 in patent of the present invention is sunk to into stake top absolute altitude correct position below 6 along hole wall, to guarantee stake holes
Stability and security, then, carries out cement-grouting consolidation, to prevent subsoil water using the device to the gap portion of casing bottom and pile crown
Pour in hole, it is lower in the case where safety is guaranteed pile crown is processed to the hole of deep in, to meet wanting for design and specification
Ask.
It is embodied as comprising the following steps：
1. first the stake position constructed is found in measurement accurately, then, is drilled to stake of having constructed with rotary drilling rig on the ground
Top, withdraws after rotary drilling rig and according to the depth merogenesis of drilling to sink to manufactured slip casting steel pipe skeleton along hole wall immediately again
Formula steel pile casting 3；
2. the processing of slip casting steel pipe skeleton formula steel pile casting 3, the diameter of drilling is protected according to the enlarged diameter 30cm～50cm of stake
The external diameter of cylinder is equal to bore diameter.The steel plate thickness 8mm～20mm of steel pile casting 1, steel plate is thick good according to the depth and soil layer of pore-forming
It is bad determining, steel pile casting 1 often save in be provided with annular stiffened panel 2, the inwall of steel pile casting 1 it is symmetrical be vertically provided with slip casting steel pipe, note
Steel pipe bottom is into taper and seals for slurry, and the grouting tube of its pile crown lower area is laid with slip casting presbyopia 4；
3. when steel pile casting 1 is lowered at pile crown along hole wall, then steel pile casting 1 is pressed into into design of pile top by pile foundation equipment
Till in the soil of 1m～2m below absolute altitude, then, cement mortar is mixed and stirred on ground, by pneumatic mortar machine 8 to ttom of pipe slip casting, with consolidation pile
The a range of soil body under head, prevents subsoil water from penetrating in hole by the gap between stake and steel pile casting 1；
After completing above-mentioned steps, it is ensured that without subsoil water in hole, can descend in hole and pile crown is processed, reach design and advise
The requirement of model, finally removes again the device of steel pile casting 1.
Only presently preferred embodiments of the present invention above, can not limit the interest field of the present invention with this certainly,
Therefore the equivalence changes made according to scope of the present invention patent, still belong to protection scope of the present invention.
Claims (6)
1. a kind of deep Stake head handling method, it is characterised in that comprise the following steps：
1) the stake position of stake of having constructed is found accurately by measurement；
2) drilled to the top of stake of having constructed with rotary drilling rig on the ground；
3) slip casting steel pipe skeleton formula steel pile casting is sunk to along hole wall according to the depth merogenesis of drilling；
4) slip casting steel pipe skeleton formula steel pile casting is pressed into below stake top designed elevation in the soil of 1m～2m by pile foundation equipment；
5) cement-grouting consolidation is carried out to the gap between slip casting steel pipe skeleton formula steel pile casting bottom and pile crown；
6) it is lower to protect to slip casting steel pipe skeleton formula steel in the case where guaranteeing in slip casting steel pipe skeleton formula steel pile casting without underground water security
Pile crown is processed in cylinder；
7) pile crown is reached after the requirement of design specification, remove slip casting steel pipe skeleton formula steel pile casting.
2. Stake head handling method in deep according to claim 1, it is characterised in that described slip casting steel pipe skeleton formula steel shield
Cylinder includes steel pile casting and slip casting steel pipe, and the slip casting steel pipe being vertically arranged is uniformly distributed in the inwall of steel pile casting along the circumference of steel pile casting
On.
3. Stake head handling method in deep according to claim 2, it is characterised in that the number of described slip casting steel pipe is 3
～5.
4. Stake head handling method in deep according to claim 2, it is characterised in that steel pile casting is divided into more piece cylinder, often saves
Annular stiffened panel is provided between cylinder.
5. Stake head handling method in deep according to claim 2, it is characterised in that the steel plate thickness 8mm～20mm of steel pile casting.
6. Stake head handling method in deep according to claim 1, it is characterised in that described step 2) in, drilling it is straight
Than the enlarged diameter 30cm～50cm of stake, the external diameter of slip casting steel pipe skeleton formula steel pile casting is equal to bore diameter in footpath.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611162474.1A CN106592583A (en) | 2016-12-15 | 2016-12-15 | Deep pile head treatment method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611162474.1A CN106592583A (en) | 2016-12-15 | 2016-12-15 | Deep pile head treatment method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN106592583A true CN106592583A (en) | 2017-04-26 |
Family
ID=58801680
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201611162474.1A Pending CN106592583A (en) | 2016-12-15 | 2016-12-15 | Deep pile head treatment method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106592583A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112112573A (en) * | 2020-07-31 | 2020-12-22 | 中国一冶集团有限公司 | Protective cylinder device of full-slewing drilling machine |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH08199565A (en) * | 1995-01-25 | 1996-08-06 | Nippon Steel Corp | Pile head joint construction of cast-in-place concrete pile |
| JPH11269871A (en) * | 1998-03-24 | 1999-10-05 | Seiji Matsushita | Composite pile for foundation pile |
| CN104652450A (en) * | 2015-02-02 | 2015-05-27 | 淮海工学院 | Method for supporting foundation pit of conveniently deeply embedded pile connection column |
| CN105064333A (en) * | 2015-07-31 | 2015-11-18 | 中国建筑第八工程局有限公司 | Large-diameter cast-in-place concrete pile lengthened template support system |
| JP2016037706A (en) * | 2014-08-05 | 2016-03-22 | 千代田工営株式会社 | Pile head reinforcement method for foundation pile |
-
2016
- 2016-12-15 CN CN201611162474.1A patent/CN106592583A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH08199565A (en) * | 1995-01-25 | 1996-08-06 | Nippon Steel Corp | Pile head joint construction of cast-in-place concrete pile |
| JPH11269871A (en) * | 1998-03-24 | 1999-10-05 | Seiji Matsushita | Composite pile for foundation pile |
| JP2016037706A (en) * | 2014-08-05 | 2016-03-22 | 千代田工営株式会社 | Pile head reinforcement method for foundation pile |
| CN104652450A (en) * | 2015-02-02 | 2015-05-27 | 淮海工学院 | Method for supporting foundation pit of conveniently deeply embedded pile connection column |
| CN105064333A (en) * | 2015-07-31 | 2015-11-18 | 中国建筑第八工程局有限公司 | Large-diameter cast-in-place concrete pile lengthened template support system |
Non-Patent Citations (1)
| Title |
|---|
| 张永成: "《注浆技术》", 31 July 2012, 煤炭工业出版社 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112112573A (en) * | 2020-07-31 | 2020-12-22 | 中国一冶集团有限公司 | Protective cylinder device of full-slewing drilling machine |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108560541B (en) | Rotary drilling full-casing follow-up rock face drilling construction method | |
| CN103343544B (en) | Construction method for large-scale open caisson | |
| CN104846829B (en) | Shield-reserved penetration composite type foundation pit support wall and construction method thereof | |
| CN106988302B (en) | A kind of high inclination-angle competent bed rotary digging pile driving construction engineering method | |
| CN104563098B (en) | A kind of super-large diameter all steel casing does operation pore-creating filling pile construction method | |
| CN105442605B (en) | Extract PHC and be reused in deep foundation pit supporting construction method | |
| CN110735600B (en) | Mechanical pore-forming pile construction process for karst geology | |
| CN105155516B (en) | The method of construction drill bored concrete pile before making an overall screening underground obstacle | |
| CN103726496A (en) | Circular deep foundation pit bored secant pile wall supporting construction method | |
| CN204199335U (en) | A kind of pressure release well reducing PHC tube pile construction soil compaction effect | |
| CN111395330B (en) | Construction method for concrete cast-in-situ bored pile complete steel casing penetrating through underground gallery | |
| CN105970918A (en) | Pile foundation hole forming construction process under large-particle-size cobble sandy soil and severe water seepage geological condition | |
| CN103321244A (en) | Construction method for additionally arranged basement in existing building on sand foundation | |
| CN103266599A (en) | Construction method of rotating drilling dry-drilled piles of sand soil interlayer foundation | |
| CN103015429A (en) | Long auger rotary-jet mixing steel reinforced cement-soil pile foundation pit water-resisting and supporting method | |
| CN107587504A (en) | A kind of dry excavation method of the double steel pile casting churning drivens of cast-in-situ bored pile of overpass | |
| CN111878084A (en) | Rapid treatment method for controlling surface subsidence by using large-diameter shield construction in case of meeting stratum funnel | |
| CN107653878A (en) | Cast-in-situ bored pile is reusable to be longitudinally separated formula steel pile casting construction | |
| CN106677166A (en) | Flow construction method for forming cast-in-place bored pile for gravel-decomposed rock stratum in double-machine combined mode | |
| CN104131566B (en) | A kind of basement is without the construction method of horizontal support foundation ditch | |
| CN103572764A (en) | Watertight structure for retaining wall of ultra-deep manually excavated pile and construction method thereof | |
| CN106480891B (en) | A kind of shaft construction method | |
| CN108071110A (en) | Rotary drilling rig Pile method under complex geological condition | |
| CN109594575A (en) | A kind of open caisson periphery grouting and reinforcing soil body construction method | |
| CN103806444A (en) | Soft soil layer rotary excavating pile construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20170426 |
|
| RJ01 | Rejection of invention patent application after publication |