CN114960624A - Construction method of prestressed pipe pile - Google Patents
Construction method of prestressed pipe pile Download PDFInfo
- Publication number
- CN114960624A CN114960624A CN202210411634.0A CN202210411634A CN114960624A CN 114960624 A CN114960624 A CN 114960624A CN 202210411634 A CN202210411634 A CN 202210411634A CN 114960624 A CN114960624 A CN 114960624A
- Authority
- CN
- China
- Prior art keywords
- pile
- pipe pile
- target depth
- construction method
- prestressed
- 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
Images
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
- E02D5/58—Prestressed concrete piles
Abstract
The invention discloses a construction method of a prestressed pipe pile, which comprises the steps of sinking the prestressed pipe pile to a first target depth at a pile position in a foundation; placing a precast pile into a central pore canal of the prestressed pipe pile, and sinking the precast pile to a second target depth through the central pore canal; wherein the outer diameter of the precast pile is smaller than the inner diameter of the central pore passage; the second target depth is greater than the first target depth. According to the construction method of the prestressed tubular pile, the prestressed tubular pile and the variable cross section lengthening advantages are fully combined into a whole, the characteristics of large upper part and small lower part of the compressive stress of the pile body are fully considered, the prestressed tubular pile is constructed firstly, then the central hole of the prestressed tubular pile is utilized to construct the precast pile with the small cross section, the hard plastic clay, the interlayer silt, the silt and the pebble soil layer can effectively penetrate through, the bearing capacity of the prestressed tubular pile is greatly improved, meanwhile, the work efficiency is improved, the cost is saved, and the environment is protected.
Description
Technical Field
The invention relates to the technical field of pipe pile construction, in particular to a construction method of a prestressed pipe pile.
Background
In the field of civil engineering, a precast pile is a pile type frequently adopted in pile foundation engineering, in particular to a prestressed pipe pile, and has the characteristics of controllable quality, low price and the like, the development is extremely rapid, the social demand is large, and the precast pile is produced by manufacturers in large and medium cities across the country.
At present, the prestressed pipe pile mainly adopts two modes of diesel hammer beating and static pressure of a static pressure pile machine at home to forcibly beat the pipe pile into the soil body of a foundation, and has the advantages of simple construction process, high speed and relatively low cost, and the defects of hard-to-hard construction process, and easy serious damage to a pile body, particularly when the diesel hammer beating method is adopted, the tensile stress generated in the transmission process of the stress wave of the pile body often cracks the concrete of the pile body, the environmental disturbance is large, the soil squeezing effect is obvious, the pile is more difficult to put into when meeting hard plastic clay, interlayer silt, silt and a pebble soil layer, under the forced condition that the design pile length is required to be constructed according to a graph, the increase of the counter weight of the pile machine or the increase of the hammer weight is the only solution, when the adopted pressure and the energy of kinetic energy exceed the strength which can be born by the pile body, the crushing of the pile head and the crack of the pile body can be caused, the damaged precast pile inevitably causes corrosion of the prestressed tendons and destruction of concrete in the presence of underground water or corrosive minerals.
Therefore, how to provide a construction method of a prestressed pipe pile, which meets the requirement of high bearing capacity and is used in various geological soil layers, has high work efficiency and low cost, is a technical problem which needs to be solved by technical personnel in the field.
Disclosure of Invention
The invention provides a construction method of a prestressed pipe pile.
The invention provides the following scheme:
a construction method of a prestressed pipe pile comprises the following steps:
sinking the prestressed pipe pile to a first target depth at a pile position in the foundation;
placing a precast pile into a central hole channel of the prestressed pipe pile, and sinking the precast pile to a second target depth through the central hole channel;
wherein the outer diameter of the precast pile is smaller than the inner diameter of the central pore passage; the second target depth is greater than the first target depth.
Preferably: and sinking the prestressed pipe pile to a first target depth by adopting any one power mode of hammering, vibration and static pressure.
Preferably: and the lower end of the prestressed pipe pile is positioned in a stratum with higher first bearing capacity under the first target depth.
Preferably: the precast pile at the second target depth penetrates through the first higher bearing capacity stratum and extends to a second high bearing capacity stratum which is located below the first high bearing capacity stratum.
Preferably: the second target depth is determined based on soil layer properties and upper load requirements.
Preferably: the precast pile is made of any one of plain concrete piles, reinforced concrete piles, section steel piles and wood piles.
Preferably: sinking the precast pile through the central bore to a second target depth with an elongated hammer through vibration or striking.
Preferably: and after the precast pile is sunk to the second target depth, pouring a closed carrier into the central pore passage at the upper part of the precast pile.
Preferably: the closed carrier is any one of concrete, cement mortar and cement paste.
Preferably: in the process of sinking the prestressed pipe pile, a device for preventing soil from entering is arranged at the pile end of the prestressed pipe pile.
According to the specific embodiment provided by the invention, the invention discloses the following technical effects:
by the invention, a construction method of the prestressed pipe pile can be realized, and in one realization mode, the method can comprise the steps of sinking the prestressed pipe pile to a first target depth at a pile position in a foundation; placing a precast pile into a central pore canal of the prestressed pipe pile, and sinking the precast pile to a second target depth through the central pore canal; wherein the outer diameter of the precast pile is smaller than the inner diameter of the central pore passage; the second target depth is greater than the first target depth. According to the construction method of the prestressed tubular pile, the prestressed tubular pile and the variable cross section lengthening advantages are fully combined into a whole, the characteristics of large upper part and small lower part of the compressive stress of the pile body are fully considered, the prestressed tubular pile is constructed firstly, then the central hole of the prestressed tubular pile is utilized to construct the precast pile with the small cross section, the hard plastic clay, the interlayer silt, the silt and the pebble soil layer can effectively penetrate through, the bearing capacity of the prestressed tubular pile is greatly improved, meanwhile, the work efficiency is improved, the cost is saved, and the environment is protected.
Of course, it is not necessary for any product in which the invention is practiced to achieve all of the above-described advantages at the same time.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings needed in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without creative efforts.
Fig. 1 is a schematic construction process diagram of a construction method of a prestressed pipe pile according to an embodiment of the present invention.
In the figure: the device comprises a prestressed pipe pile 1, a closed pile tip 11, a precast pile 2, a closed carrier 3, a reinforced concrete sealing section 4 and a slender hammer 5.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments that can be derived by one of ordinary skill in the art from the embodiments given herein are intended to be within the scope of the present invention.
Examples
Referring to fig. 1, a construction method of a prestressed pipe pile provided in an embodiment of the present invention is shown in fig. 1, and the method may include:
sinking the prestressed pipe pile 1 to a first target depth at a pile position in a foundation;
placing a precast pile 2 into a central hole channel of the prestressed tubular pile 1, and sinking the precast pile 2 to a second target depth through the central hole channel;
wherein the outer diameter of the precast pile 2 is smaller than the inner diameter of the central pore canal; the second target depth is greater than the first target depth.
According to the method provided by the embodiment of the application, the prestressed pipe pile is sunk in the soil body to the set depth or the hole is formed to the set depth firstly at the pile position in the foundation by power, and then the precast pile is placed in the central hole channel of the pipe pile, so that the pipe pile is lengthened. According to the soil property and the upper load requirement, the purpose of increasing the pile length is achieved by sinking a small-diameter precast pile with the diameter smaller than the central pore canal diameter of the upper tubular pile into the bottom end of the prestressed tubular pile through power by one of the following methods. Can make the pile foundation that forms reach the bearing capacity requirement promptly, can effectually prevent again simultaneously because reasons such as stratum cause external force too big make the crushing of prestressing force tubular pile or pile body produce the crackle.
It can be understood that the prestressed pipe pile provided by the embodiment of the present application can be sunk into the foundation in various ways. Specifically, the embodiment of the application can provide that the prestressed pipe pile is sunk to the first target depth by adopting any one power mode of hammering, vibration and static pressure.
In order to guarantee the design bearing capacity requirement that reaches of the pile foundation that obtains, this application embodiment can also provide under the first target depth the lower extreme of prestressed pipe pile is located first high bearing capacity stratum further, under the second target depth the precast pile passes first high bearing capacity stratum and extends to the high bearing capacity stratum of second, the high bearing capacity stratum of second is located the lower part on first high bearing capacity stratum.
The second target depth is determined based on soil layer properties and upper load requirements. The precast pile is made of any one of plain concrete piles, reinforced concrete piles, section steel piles and wood piles. Sinking the precast pile through the central bore to a second target depth with an elongated hammer through vibration or beating or hydrostatic pressing.
Further, after the precast pile is sunk to the second target depth, a closed carrier 3 is poured into the central hole of the upper part of the precast pile. Specifically, the sealing carrier 3 is any one of concrete, cement mortar and cement paste. The closed carrier is any one of concrete, cement mortar and cement paste.
In order to prevent to sink in-process soil entering central pore and stopping up central pore and influence the insertion of later stage precast pile at the prestressed pipe pile, this application embodiment can also provide the prestressed pipe pile sinks in-process, the stake end department of prestressed pipe pile is provided with prevents into native device.
In the actual construction process of the precast pile, according to soil layer properties and upper load requirements, the purpose of increasing the pile length is achieved by sinking a small-diameter precast pile which is smaller than the diameter of a central pore passage of an upper tubular pile into the bottom end of a prestressed tubular pile through power by one of the following methods:
and (2) placing a small-diameter precast pile with the diameter smaller than that of the central hole passage of the upper pipe pile in the central hole passage of the prestressed pipe pile, then placing a long and thin hammer (vibrating or beating) with the diameter smaller than that of the central hole passage, and repeatedly vibrating or beating or carrying out static pressure to enable the small-diameter precast pile to reach a set depth position. The precast pile material can be a precast plain concrete pile, a reinforced concrete pile, a section steel pile and a timber pile. After the precast pile is sunk to a set position, the closed length of the carrier at the upper part of the small-section pile is determined according to the design requirement. The pile of the precast pile can be embedded into the soil layer at the lower part of the pipe pile and supported on the soil layer with high bearing capacity at the lower part. In the process of sinking the prestressed pipe pile, the pile end is provided with a device for preventing soil from entering.
During actual construction, the prestressed pipe pile is sunk in a soil body to a set depth or is firstly formed into a hole to a set depth and then is placed in a pile hole at a pile position in a foundation through power; placing a precast pile in the central pore canal of the tubular pile according to the soil layer property and the upper load requirement, wherein the precast pile can be a precast plain concrete pile, a reinforced concrete pile, a section steel pile and a wood pile. The small-section prestressed pile is sunk in the soil body by the power of the slender hammer to a set position. The power modes comprise hammering, vibration and static pressure. And pouring a closed carrier which is concrete or cement mortar or cement paste into a central pore passage of the tubular pile close to the upper part of the small-section prestressed pile. The upper part of the prestressed pipe pile is provided with a closed steel bar (pipe pile concrete core).
In a word, the construction method of the prestressed pipe pile provided by the application fully combines the advantages of the prestressed pipe pile and the variable cross section lengthening into a whole, fully considers the characteristics of large-scale and small-scale resistance to pressure of the pile body, firstly carries out construction of the prestressed pipe pile, then carries out construction of the precast pile with a small cross section by using the central pore passage of the prestressed pipe pile, can effectively pass through hard plastic clay, interlayer silt, silt and pebble soil layers, greatly improves the bearing capacity of the prestressed pipe pile, simultaneously realizes improvement of work efficiency and saving of cost, and protects the environment.
It is noted that, herein, relational terms such as first and second, and the like may be used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.
The above description is only for the preferred embodiment of the present invention, and is not intended to limit the scope of the present invention. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention shall fall within the protection scope of the present invention.
Claims (10)
1. A construction method of a prestressed pipe pile is characterized by comprising the following steps:
sinking the prestressed pipe pile to a first target depth at a pile position in the foundation;
placing a precast pile into a central hole channel of the prestressed pipe pile, and sinking the precast pile to a second target depth through the central hole channel;
wherein the outer diameter of the precast pile is smaller than the inner diameter of the central pore passage; the second target depth is greater than the first target depth.
2. The construction method of the pre-stressed pipe pile according to claim 1, wherein the pre-stressed pipe pile is sunk to a first target depth by using any one of hammering, vibration and static pressure.
3. The construction method of the pre-stressed pipe pile of claim 1, wherein the lower end of the pre-stressed pipe pile at the first target depth is located in a first high bearing capacity stratum.
4. The construction method of the prestressed pipe pile of claim 3, wherein said precast pile passes through said first high bearing stratum and extends to a second high bearing stratum at said second target depth, said second high bearing stratum being located at a lower portion of said first high bearing stratum.
5. The construction method of the pre-stressed pipe pile according to claim 1, wherein the second target depth is determined according to soil layer properties and upper load requirements.
6. The construction method of the prestressed pipe pile according to claim 1, wherein the precast pile is made of any one of plain concrete pile, reinforced concrete pile, profile steel pile and wood pile.
7. The construction method of the pre-stressed pipe pile of claim 1, wherein the pre-pile is sunk to a second target depth through the central hole by vibration or beating with a slender hammer.
8. The construction method of the pre-stressed pipe pile of claim 1, wherein a closed carrier is poured into the central hole of the upper part of the pre-cast pile after the pre-cast pile is sunk to the second target depth.
9. The construction method of the prestressed pipe pile according to claim 8, wherein the closed carrier is any one of concrete, cement mortar and cement paste.
10. The construction method of the prestressed pipe pile according to claim 1, wherein in the process of sinking the prestressed pipe pile, a soil-entering prevention device is arranged at the pile end of the prestressed pipe pile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210411634.0A CN114960624A (en) | 2022-04-19 | 2022-04-19 | Construction method of prestressed pipe pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210411634.0A CN114960624A (en) | 2022-04-19 | 2022-04-19 | Construction method of prestressed pipe pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114960624A true CN114960624A (en) | 2022-08-30 |
Family
ID=82977867
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210411634.0A Pending CN114960624A (en) | 2022-04-19 | 2022-04-19 | Construction method of prestressed pipe pile |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114960624A (en) |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1458346A (en) * | 2003-04-30 | 2003-11-26 | 立基工程有限公司 | Rock engaged combined pile and its construction method |
| CN204738292U (en) * | 2015-04-20 | 2015-11-04 | 深圳市工勘岩土集团有限公司 | Uplift pile structure |
| CN109457698A (en) * | 2018-12-21 | 2019-03-12 | 兰州有色冶金设计研究院有限公司 | Eliminate the casing prefabricated pile and its construction method of breathing soil layer frictional force |
| CN112323777A (en) * | 2020-10-16 | 2021-02-05 | 中冶集团武汉勘察研究院有限公司 | Hollow precast pile for rock embedding and rock embedding construction method using precast pile |
| CN112647495A (en) * | 2019-10-13 | 2021-04-13 | 上海城地建设工程有限公司 | Construction method of prefabricated end-bearing tubular pile |
-
2022
- 2022-04-19 CN CN202210411634.0A patent/CN114960624A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1458346A (en) * | 2003-04-30 | 2003-11-26 | 立基工程有限公司 | Rock engaged combined pile and its construction method |
| CN204738292U (en) * | 2015-04-20 | 2015-11-04 | 深圳市工勘岩土集团有限公司 | Uplift pile structure |
| CN109457698A (en) * | 2018-12-21 | 2019-03-12 | 兰州有色冶金设计研究院有限公司 | Eliminate the casing prefabricated pile and its construction method of breathing soil layer frictional force |
| CN112647495A (en) * | 2019-10-13 | 2021-04-13 | 上海城地建设工程有限公司 | Construction method of prefabricated end-bearing tubular pile |
| CN112323777A (en) * | 2020-10-16 | 2021-02-05 | 中冶集团武汉勘察研究院有限公司 | Hollow precast pile for rock embedding and rock embedding construction method using precast pile |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Jamsawang et al. | Field behaviour of stiffened deep cement mixing piles | |
| CN101644053A (en) | Method for enhancing pulling-resistant and tensile-resistant capability of soft and weak soil layer anchor rod/anchor rope | |
| CN113653032A (en) | Construction method of uplift carrier pile | |
| Sharma et al. | Behaviour of micropile groups under oblique pull out loads in sand | |
| US20080181729A1 (en) | Deep Foundation Construction Bracket and System | |
| CN114960624A (en) | Construction method of prestressed pipe pile | |
| CN100535259C (en) | Partial adhered prestressed pile against drawing and floating and its construction | |
| CN215888202U (en) | Bottom sealing device of precast tubular pile | |
| CN111159806B (en) | Design method for miniature grouting steel pipe pile group pile | |
| Qinglai et al. | Effect of reinforcement ratio and vertical load level on lateral capacity of bridge pile foundations | |
| Ali et al. | Investigating the pull-out capacity of a horizontal plate anchor embedded in sandy soil | |
| Chang et al. | Horizontally loaded steel pipe piles anchored in bare and hard rock under deep water condition: Parametric analysis | |
| CN206956724U (en) | A kind of anti-float roof bolt stump | |
| CN111172971A (en) | Construction method for grouting in pipe to extrude and expand root to fix pile | |
| CN210421072U (en) | Prefabricated tubular pile of improvement structure | |
| Ischebeck et al. | Micropile foundations for vertical and horizontal loads-design examples and load test results | |
| CN212316901U (en) | Be adapted to interbedded tubular pile extension device of stratum | |
| CN204898660U (en) | Resistance to compression resistance to plucking composite pile under A corrosive environment | |
| CN217500224U (en) | Grouting device for improving bearing capacity of pile foundation | |
| CN215367214U (en) | Precast concrete tubular pile structure | |
| Liu et al. | Compression/tension load capacity of stone column anchors | |
| Ibrahim et al. | Numerical modeling of multi-belled piles in multi-layers soils under static axial loading | |
| AL-Amrani et al. | Prefabricated and Prestressed Bio-Concrete Piles: Case Study in North Jakarta | |
| TWM568277U (en) | Resource-based perfusion damping pile structure and backfilling reproductive material thereof | |
| CN211228463U (en) | Steel pipe anchor rod static pressure pile |
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 |