CN112854203A - Static pressure pipe pile end self-leading hole construction method - Google Patents
Static pressure pipe pile end self-leading hole construction method Download PDFInfo
- Publication number
- CN112854203A CN112854203A CN202110061461.XA CN202110061461A CN112854203A CN 112854203 A CN112854203 A CN 112854203A CN 202110061461 A CN202110061461 A CN 202110061461A CN 112854203 A CN112854203 A CN 112854203A
- Authority
- CN
- China
- Prior art keywords
- pile
- section
- water injection
- pipe
- 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
- 238000010276 construction Methods 0.000 title claims abstract description 28
- 230000003068 static effect Effects 0.000 title claims abstract description 26
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 88
- 229910000831 Steel Inorganic materials 0.000 claims description 60
- 239000010959 steel Substances 0.000 claims description 60
- 238000002347 injection Methods 0.000 claims description 58
- 239000007924 injection Substances 0.000 claims description 58
- 239000004576 sand Substances 0.000 claims description 21
- 238000000034 method Methods 0.000 claims description 12
- 238000011010 flushing procedure Methods 0.000 claims description 7
- 238000001914 filtration Methods 0.000 claims description 6
- 238000003466 welding Methods 0.000 claims description 6
- 210000001503 joint Anatomy 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 238000009435 building construction Methods 0.000 abstract description 2
- 230000008569 process Effects 0.000 description 7
- 238000005516 engineering process Methods 0.000 description 3
- 238000005553 drilling Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000000754 repressing effect Effects 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 239000011372 high-strength concrete Substances 0.000 description 1
- 239000012535 impurity Substances 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
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
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/32—Prefabricated piles with arrangements for setting or assisting in setting in position by fluid jets
-
- 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
- E02D5/58—Prestressed concrete piles
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a static pressure tubular pile end self-leading hole construction method, which relates to the technical field of building construction.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a static pressure pipe pile construction method.
Background
Compared with the common foundation engineering, the prestressed high-strength concrete pipe pile foundation engineering has the advantages of good pile quality, quick construction, low engineering cost, civilized site and the like. Therefore, the method is widely applied to foundation engineering of various buildings and structures. Especially in recent years, it has been rapidly developed and applied.
Although the prestressed pipe pile has a plurality of advantages, the pile is difficult to sink when meeting a dense sand layer in the construction process, so that the pile end bearing layer cannot meet the requirement or the pile length is not enough, and the bearing capacity of the pile foundation cannot meet the bearing requirement of a building.
Disclosure of Invention
The invention aims to realize smooth pile sinking of a tubular pile in a sand layer.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows:
a static pressure tubular pile end self-leading hole construction method comprises the following steps:
step one, arranging a water jetting hole and a backflow hole on a pile tip, and fixedly arranging a water jetting connector communicated with the water jetting hole on the inner side of the pile tip;
inserting a first section of water injection steel pipe into a cavity of a first section of tubular pile, fixing the top of the first section of water injection steel pipe with the first section of tubular pile, lifting the first section of tubular pile and the first section of water injection steel pipe simultaneously, and sending the first section of tubular pile into a clamping cavity of a pile machine;
welding the pile tip at the lower end of the first section of pipe pile, and inserting the lower end of the first section of water injection steel pipe on the water injection joint;
fourthly, performing static pressure pile pressing on the first section of pipe pile through a pile machine, and stopping pile pressing when the top of the first section of pipe pile is 50cm higher than the construction ground;
step five, penetrating a second section of water injection steel pipe into a cavity of a second section of tubular pile, fixing the top of the second section of water injection steel pipe with the second section of tubular pile, lifting the second section of tubular pile and the second section of water injection steel pipe simultaneously, and sending the second section of tubular pile into a clamping cavity of the pile machine;
step six, the second section of water injection steel pipe is in threaded butt joint with the first section of water injection steel pipe, and the lower end of the second section of tubular pile is welded with the upper end of the first section of tubular pile;
step seven, performing static pressure pile pressing on the second section of pipe pile through a pile machine, and stopping pile pressing when the top of the second section of pipe pile is 50cm higher than the construction ground;
step eight, repeating the step five to the step seven until the pile tip is close to the underground sand layer;
step nine, respectively connecting a pressure pump and an air compressor with the tail section water injection steel pipe, wherein the pressure pump injects water into the water injection steel pipe while the pile machine presses the tail section pipe pile in a static pressure manner, and the air compressor pressurizes the water injection steel pipe;
step ten, stopping flushing after the pile tip penetrates through the sand layer, and lifting the water injection steel pipe in a way of disassembling the pipe section by section.
Further, in the first step, a cross-shaped steel plate is integrally formed at the end part of the pile tip.
Furthermore, in the first step, reinforcing ribs are arranged between the periphery of the water jet joint and the pile tip.
And further, in the third step, welding a filtering square grid at one end of the pile tip close to the cross-shaped steel plate.
Further, the diameter of the filtering square grid is larger than or equal to 8 mm.
Further, in the second step, the inner diameter of the water injection steel pipe is 100 mm.
Further, in the tenth step, according to the sinking condition of the pipe pile, the flushing pressure in the water injection steel pipe is adjusted through an air compressor.
The invention has the beneficial effects that: in the process of static pressure pile pressing, water is injected into the water injection steel pipe through the pressure pump, the air compressor pressurizes the water injection steel pipe, so that the water is sprayed out from the water injection hole of the pile tip to cut the sand layer, a water-vapor gravel vortex is formed at the front end of the pile tip, the high-pressure water flow drives the washed sand layer to pass through the backflow hole, enter the interior of the pipe pile and finally be discharged through the top of the pipe pile.
Detailed Description
The present invention will be further described below.
A static pressure tubular pile end self-leading hole construction method comprises the following steps:
step one, integrally forming a cross-shaped steel plate at the end part of a pile tip, forming a water jet hole and a backflow hole on the pile tip, fixedly arranging a water jet joint communicated with the water jet hole on the inner side of the pile tip, and arranging a reinforcing rib between the periphery of the water jet joint and the pile tip to improve the strength of the water jet joint;
inserting a first water injection steel pipe into a cavity of a first section of tubular pile, fixing the top of the first water injection steel pipe and the first section of tubular pile by using steel bars, avoiding safety accidents caused by the fact that the water injection steel pipe slides from the first section of tubular pile in the lifting process, lifting the first section of tubular pile and the first section of water injection steel pipe simultaneously, and sending the first section of tubular pile into a clamping cavity of the pile machine, wherein the first section of water injection steel pipe and the second section of water injection steel pipe are collectively called water injection steel pipes, the first section of tubular pile and the second section of tubular pile are collectively called tubular pile, the inner diameter of the water injection steel pipe is 100mm, and the tubular pile is a PHC tubular pile;
welding a pile tip at the lower end of the first section of pipe pile, inserting the lower end of the first section of water injection steel pipe on the water injection joint, welding a filtering square grid at one end of the pile tip close to the cross-shaped steel plate, wherein the diameter of the filtering square grid is larger than or equal to 8mm, and ensuring that the blockage caused by a large amount of soil and impurities entering the water injection hole and the backflow hole in the pile pressing process is avoided;
fourthly, performing static pressure pile pressing on the first section of pipe pile through a pile machine, and stopping pile pressing when the top of the first section of pipe pile is 50cm higher than the construction ground;
step five, penetrating a second section of water injection steel pipe into a cavity of a second section of tubular pile, fixing the top of the second section of water injection steel pipe with the second section of tubular pile, lifting the second section of tubular pile and the second section of water injection steel pipe simultaneously, and sending the second section of tubular pile into a clamping cavity of the pile machine;
step six, the second section of water injection steel pipe is in threaded butt joint with the first section of water injection steel pipe, and the lower end of the second section of tubular pile is welded with the upper end of the first section of tubular pile;
step seven, performing static pressure pile pressing on the second section of pipe pile through a pile machine, and stopping pile pressing when the top of the second section of pipe pile is 50cm higher than the construction ground;
step eight, repeating the step five to the step seven until the pile tip is close to the underground sand layer;
step nine, respectively connecting a pressure pump and an air compressor with the tail section water injection steel pipe, wherein the pressure pump injects water into the water injection steel pipe while the pile machine presses the tail section pipe pile in a static pressure manner, and the air compressor pressurizes the water injection steel pipe;
step ten, adjusting the flushing pressure in the water injection steel pipe through an air compressor according to the sinking condition of the pipe pile. Inject water into the water injection steel pipe through the force (forcing) pump, the air compressor machine pressurizes in to the water injection steel pipe, make water spout from the water jet hole of stake point, cut the sand bed, and form aqueous vapor gravel vortex at stake point front end, high-pressure rivers drive the sand bed that erodees away and pass the backward flow hole, get into inside the tubular pile, discharge through the tubular pile top at last, on the one hand, the sand bed of stake point bottom is followed outside rivers discharge tubular pile, the resistance of sand bed to stake point has been eliminated, on the other hand, the water under high pressure is behind the infiltration sand bed, do to reduce the frictional resistance of sand bed to the tubular pile side, make the tubular pile can pass the sand bed smoothly and get into the layer of holding power.
At the initial stage of sinking, the water pressure is properly reduced, the flushing pressure is properly adjusted by observing the pile sinking pressure and the progress condition, and after the pipe pile is stabilized, the water pressure is gradually increased to 0.4-0.5 Mpa. At the moment, the water pressure is gradually reduced and the sinking speed is adjusted, when the flushed water phase is relatively clear, the pile tip penetrates through a sand layer, the flushing is stopped at the moment, the water injection steel pipe is lifted out in a way of pipe section by section, the instrument of the pile machine displays that the final pressure value is reached, and the pile is recovered after the pressure is stabilized.
The 4 static load test tubular piles constructed by the method (pile end self-guide hole pile sinking) are compared with the static load test parameters of the representative conventional technology (pre-guide hole pile sinking process) in a list manner, wherein the list is as follows:
table 1 pile sinking process quality comparison table
According to the detection result, the bearing of the pile foundation constructed by the construction method meets the design and specification requirements, and table comparison shows that the difference between the settlement amount and the residual deformation amount under the action of the maximum pile top load is about 15 percent, the impression that the pile tip resistance is not flushed by self-guide hole water is assumed in time, and the side resistance of the pile foundation is also proved to be only slightly influenced, so that the influence of the technology on the pile forming quality of the pile foundation is judged to be relatively small, and the construction quality requirement can be met.
When construction is carried out in a compact sand layer, the conventional technology generally adopts a drilling machine pre-leading hole construction mode, firstly adopts long spiral or other drilling equipment to form a hole, and then carries out tubular pile sinking construction; when the end of the prefabricated pipe pile foundation pile is located on a compact sand layer, for solving resilience after pile sinking, a static pile machine is generally adopted for repressing construction after a period of pile sinking, and the bearing capacity of the pile foundation is ensured. This technique is through the transformation to the stake point simultaneously in pile sinking process to the stake point rush into the water under high pressure in order to cut the closely knit sand layer in bottom, successfully solves the problem that tubular pile can't the pile sinking in the closely knit sand layer of depth, has practiced thrift the preliminary leading hole construction in earlier stage and follow-up repressing the working costs, and this technique economy and social are better, have fine popularization and application prospect.
The technical scope of the present invention is not limited to the above embodiments, and any modifications, equivalent variations and modifications made to the above embodiments according to the technical spirit of the present invention still fall within the technical scope of the present invention.
Claims (7)
1. A static pressure tubular pile end self-leading hole construction method is characterized by comprising the following steps: the method comprises the following steps:
step one, arranging a water jetting hole and a backflow hole on a pile tip, and fixedly arranging a water jetting connector communicated with the water jetting hole on the inner side of the pile tip;
inserting a first section of water injection steel pipe into a cavity of a first section of tubular pile, fixing the top of the first section of water injection steel pipe with the first section of tubular pile, lifting the first section of tubular pile and the first section of water injection steel pipe simultaneously, and sending the first section of tubular pile into a clamping cavity of a pile machine;
welding the pile tip at the lower end of the first section of pipe pile, and inserting the lower end of the first section of water injection steel pipe on the water injection joint;
fourthly, performing static pressure pile pressing on the first section of pipe pile through a pile machine, and stopping pile pressing when the top of the first section of pipe pile is 50cm higher than the construction ground;
step five, penetrating a second section of water injection steel pipe into a cavity of a second section of tubular pile, fixing the top of the second section of water injection steel pipe with the second section of tubular pile, lifting the second section of tubular pile and the second section of water injection steel pipe simultaneously, and sending the second section of tubular pile into a clamping cavity of the pile machine;
step six, the second section of water injection steel pipe is in threaded butt joint with the first section of water injection steel pipe, and the lower end of the second section of tubular pile is welded with the upper end of the first section of tubular pile;
step seven, performing static pressure pile pressing on the second section of pipe pile through a pile machine, and stopping pile pressing when the top of the second section of pipe pile is 50cm higher than the construction ground;
step eight, repeating the step five to the step seven until the pile tip is close to the underground sand layer;
step nine, respectively connecting a pressure pump and an air compressor with the tail section water injection steel pipe, wherein the pressure pump injects water into the water injection steel pipe while the pile machine presses the tail section pipe pile in a static pressure manner, and the air compressor pressurizes the water injection steel pipe;
step ten, stopping flushing after the pile tip penetrates through the sand layer, and lifting the water injection steel pipe in a way of disassembling the pipe section by section.
2. The self-leading hole construction method for the pile end of the static pressure pipe pile according to claim 1, which is characterized in that: in the first step, a cross steel plate is integrally formed at the end part of the pile tip.
3. The self-leading hole construction method for the pile end of the static pressure pipe pile according to claim 1, which is characterized in that: in the first step, reinforcing ribs are arranged between the periphery of the water jet joint and the pile tip.
4. The self-leading hole construction method for the pile end of the static pressure pipe pile according to claim 2 is characterized in that: and in the third step, welding a filtering square grid at one end of the pile tip close to the cross-shaped steel plate.
5. The construction method for the self-leading hole of the pile end of the static pressure pipe pile according to claim 4 is characterized in that: the diameter of the filtering square grid is larger than or equal to 8 mm.
6. The self-leading hole construction method for the pile end of the static pressure pipe pile according to claim 1, which is characterized in that: in the second step, the inner diameter of the water injection steel pipe is 100 mm.
7. The self-leading hole construction method for the pile end of the static pressure pipe pile according to claim 1, which is characterized in that: and step ten, adjusting the flushing pressure in the water injection steel pipe through an air compressor according to the sinking condition of the pipe pile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110061461.XA CN112854203A (en) | 2021-01-18 | 2021-01-18 | Static pressure pipe pile end self-leading hole construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110061461.XA CN112854203A (en) | 2021-01-18 | 2021-01-18 | Static pressure pipe pile end self-leading hole construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN112854203A true CN112854203A (en) | 2021-05-28 |
Family
ID=76006270
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110061461.XA Pending CN112854203A (en) | 2021-01-18 | 2021-01-18 | Static pressure pipe pile end self-leading hole construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112854203A (en) |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002097639A (en) * | 2000-09-26 | 2002-04-02 | Nippon Koatsu Concrete Kk | Pile burying method and jig |
| CN1605684A (en) * | 2004-11-09 | 2005-04-13 | 李毓锦 | PHC pile and water flush gas lift static pressure pile-sinking method |
| CN1916296A (en) * | 2006-09-06 | 2007-02-21 | 刘小檀 | Construction technique for self-leading hole at pile tip of embrace press type PHC tubular pile to enter rock through static pressure |
| CN200964591Y (en) * | 2006-09-29 | 2007-10-24 | 杨晓峰 | Static pressure pipe pile shoe |
| CN204849738U (en) * | 2015-06-27 | 2015-12-09 | 石午江 | Can pierce through static pressure tubular pile of sand bed and construction equipment thereof |
-
2021
- 2021-01-18 CN CN202110061461.XA patent/CN112854203A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002097639A (en) * | 2000-09-26 | 2002-04-02 | Nippon Koatsu Concrete Kk | Pile burying method and jig |
| CN1605684A (en) * | 2004-11-09 | 2005-04-13 | 李毓锦 | PHC pile and water flush gas lift static pressure pile-sinking method |
| CN1916296A (en) * | 2006-09-06 | 2007-02-21 | 刘小檀 | Construction technique for self-leading hole at pile tip of embrace press type PHC tubular pile to enter rock through static pressure |
| CN200964591Y (en) * | 2006-09-29 | 2007-10-24 | 杨晓峰 | Static pressure pipe pile shoe |
| CN204849738U (en) * | 2015-06-27 | 2015-12-09 | 石午江 | Can pierce through static pressure tubular pile of sand bed and construction equipment thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101736738B (en) | Production method of pressure resistance and pull-out resistance grouted gravel pile | |
| CN102182186B (en) | Water-flushing sinking-assisting system and construction technical method thereof | |
| WO2022095291A1 (en) | Double-helical pipe for reinforcing soft and weak soil bodies, grouting and pile-forming device, and construction method therefor | |
| CN102587366A (en) | Self-drilling type spiral anchor rod and construction process using self-drilling type spiral anchor rod for grouting along with drilling, stirring and curing | |
| CN210341897U (en) | Novel prefabricated tubular pile structure | |
| CN1050421A (en) | The piling method of casting prefabricated composite pile | |
| CN102031780A (en) | Water flushing construction method of static tubular pile of sand pile tip | |
| CN1296569C (en) | PHC pile and water flush gas lift static pressure pile-sinking method | |
| CN112252312B (en) | Construction method for enhancing integral stress performance of PHC pipe pile | |
| CN103741682B (en) | The construction method of a kind of carbon fiber cloth bag cast-in-place antiarch surface composition shaped pile | |
| CN112854203A (en) | Static pressure pipe pile end self-leading hole construction method | |
| CN103711130B (en) | Portal frame type bamboo joint mortar pile enclosure structure and construction method thereof | |
| CN119266214A (en) | Construction device, construction method and structure of high-pressure rotary grouting spiral anchor composite foundation | |
| CN107354939A (en) | A kind of minor diameter static mini steel-pipe pile grouting behind shaft or drift lining construction method | |
| CN2730940Y (en) | Cast in situ pile of prefabricated reinforced concrete | |
| CN102392452B (en) | Construction method for forming holes on soil nail wall by water punching | |
| CN217500224U (en) | Grouting device for improving bearing capacity of pile foundation | |
| CN215367226U (en) | A kind of introduction and expansion hole expansion pile with grouting root reinforcement after middle excavation | |
| CN109667266A (en) | From construction method, device and its matched dedicated tubular pole for boring large-diameter tubular pile | |
| CN108842759A (en) | The built pile and its construction technology of prefabricated tubular pile and bored concrete pile | |
| CN210288356U (en) | Ultra-high pressure replacement guniting structure for pile bottom sediment | |
| CN223446150U (en) | Construction device and structure of high-pressure rotary grouting spiral anchor composite foundation | |
| CN220486428U (en) | Be used for hydraulic engineering to use quick water installation of pile extension | |
| CN218622194U (en) | Rigid-flexible combined pile | |
| CN219671307U (en) | Vibroflotation device suitable for penetrating hard layer |
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 | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20210528 |