CN109024562B - Graded-propulsion large-diameter long prefabricated pipe pile and construction method thereof - Google Patents
Graded-propulsion large-diameter long prefabricated pipe pile and construction method thereof Download PDFInfo
- Publication number
- CN109024562B CN109024562B CN201811268936.7A CN201811268936A CN109024562B CN 109024562 B CN109024562 B CN 109024562B CN 201811268936 A CN201811268936 A CN 201811268936A CN 109024562 B CN109024562 B CN 109024562B
- Authority
- CN
- China
- Prior art keywords
- pile
- sinking
- pile body
- bodies
- tip
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000010276 construction Methods 0.000 title claims abstract description 40
- 238000000034 method Methods 0.000 claims abstract description 36
- 239000002689 soil Substances 0.000 claims abstract description 13
- 230000008569 process Effects 0.000 claims description 13
- 230000008859 change Effects 0.000 claims description 3
- 230000003068 static effect Effects 0.000 description 4
- 238000002513 implantation Methods 0.000 description 3
- 239000010410 layer Substances 0.000 description 3
- 230000009471 action Effects 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000005484 gravity Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000004062 sedimentation Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008901 benefit Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000002356 single layer Substances 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 238000006467 substitution reaction Methods 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
- E02D5/28—Prefabricated piles made of steel or other metals
- E02D5/285—Prefabricated piles made of steel or other metals tubular, e.g. prefabricated from sheet pile elements
-
- 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
- E02D5/52—Piles composed of separable parts, e.g. telescopic tubes ; Piles composed of segments
-
- 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
- E02D5/72—Pile shoes
-
- 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
- E02D7/20—Placing by pressure or pulling power
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 provides a construction method of a large-diameter long precast tubular pile, which comprises the steps of sinking a pile tip of the precast tubular pile into soil, splitting a pile body of the precast tubular pile into a plurality of hollow pile bodies, realizing non-fixed connection between the pile tip and the pile body and between two adjacent pile bodies in the pile body through a sleeve, gradually sinking the precast tubular pile by using a push rod to push the pile tip and each pile body in a grading manner from bottom to top, increasing the number of connected pile bodies along with continuous sinking of the precast tubular pile, and recovering the push rod and pouring concrete to fill gaps among the pile bodies after the precast tubular pile meets the depth requirement of construction; the invention also provides the precast tubular pile for the method. According to the technical scheme provided by the invention, the pile end resistance born by the pile tip is separated from the pile side resistance born by the pile body, and the larger pile side resistance born by the whole pile body is separated into a plurality of sections of smaller pile side resistance, so that the limitation of the existing equipment in the aspect of the construction depth of the prefabricated pipe pile is effectively solved, and the maximum utilization of the equipment is realized.
Description
Technical Field
The invention relates to the technical field of precast tubular pile construction, in particular to a large-diameter long precast tubular pile propelled in a grading manner and a construction method of the precast tubular pile.
Background
At present, along with the development of society, more and more fields need to use pile foundations for construction, such as a soil retaining and supporting structure; as a reinforcing structure for soil layers liquefiable in earthquake-resistant areas; the structure is used as a necessary structure of a heavy single-layer factory building of a high-rise building, a high-rise building and a large-tonnage heavy working crane; as the foundation structure of a building with a larger or more important load on a soft foundation. The advantage of using pile foundation is: the bearing capacity is higher, the stability is good, the bearing capacity can bear larger horizontal load, the sedimentation amount is smaller, and the integral sedimentation is more uniform.
The existing pile foundations can be divided into precast piles and cast-in-place piles according to a pile forming method, wherein the existing pile forming method of the precast piles mainly comprises a static pressure method, a hammering method, an implantation method, a middle digging method and a vibration method. The static pressure method is to press the precast pile into the ground by utilizing the gravity action of the static pile press, and the whole pile pressing process has no noise, but the needed equipment is heavier and is inconvenient to move; the hammering method mainly uses a diesel hammer or a hydraulic hammer to repeatedly hammer the pile top so as to sink the precast pile, and has high pile pressing efficiency, but the hammering method has obvious vibration and large noise in the construction process, and can disturb stratum so as to influence the environment; the implantation method is widely applied abroad, holes are drilled in the stratum through a drilling machine, cement slurry is poured into the holes, and finally, the whole precast pile is implanted into the holes; the vibration method reduces the resistance between pile and soil by the continuous vibration of the vibration hammer, and finally achieves the purpose of pile sinking under the action of gravity.
However, with the increase of high-rise buildings, the static pressure method, the hammering method, the implantation method and the vibration method are not suitable for the engineering construction of precast piles with the characteristics of large diameter (the outer diameter of the pile is more than or equal to 800 mm) and large length (the length of the pile is more than or equal to 10 m), while the medium digging method belongs to a non-soil-squeezing pile, the construction process is environment-friendly and is suitable for the construction of hollow precast piles with large diameter, so that the medium digging method is often adopted in the current engineering to construct the precast piles. However, the middle digging method has the following defects: because precast pile is integrated into one piece structure and bulky, heavy, construction system that the pile sinking in-process involved is numerous and miscellaneous, the equipment that uses and expends construction cost high, inefficiency to the pile end bearing capacity has been reduced after the pile formation, therefore applicable precast pile's specification receives very big restriction.
In summary, the industry needs to improve the construction method and device of the prefabricated pipe pile with long length and large diameter, and on the premise of ensuring the quality of the prefabricated pile, the utilization rate of the existing construction equipment is improved as much as possible, the application range is enlarged, and thus the construction difficulty is reduced.
Disclosure of Invention
The invention aims to provide a precast tubular pile capable of breaking through the existing construction limit and meeting the requirement of a large-length large-diameter pile foundation and a construction method for the precast tubular pile, so as to solve the problems in the prior art.
In order to achieve the above purpose, the invention provides a construction method of a large-diameter long precast tubular pile by graded propulsion, which utilizes pile sinking equipment to sink the pile tip of the precast tubular pile into soil, separates the pile body of the precast tubular pile into a plurality of hollow pile bodies, realizes the non-fixed connection between the pile tip and the pile body and between two adjacent pile bodies in the pile body through a sleeve, utilizes a push rod to stepwise propel the pile tip and each pile body from bottom to top so as to gradually sink the precast tubular pile, increases the number of connected pile body sections along with continuous sinking of the precast tubular pile, and recovers the push rod and pours concrete to fill gaps among the pile bodies after the precast tubular pile meets the depth requirement of construction.
The construction method specifically comprises the following steps:
1) Splitting a pile body of the prefabricated pipe pile into a plurality of hollow pile bodies, arranging an internal cavity platform between two adjacent pile bodies so as to facilitate a push rod to apply sinking thrust to the pile bodies, and sinking the pile tip of the prefabricated pipe pile into soil by pile sinking equipment;
2) A sleeve is fixedly arranged at the upper end of the pile tip, the lower end of a first section of pile body is inserted into the sleeve until the first section of pile body is completely contacted with the pile tip, a sleeve is fixedly arranged at the upper end of the first section of pile body, the lower end of a second section of pile body is inserted into the sleeve, the push rod is inserted into a cavity of the pile body from top to bottom, and the pile tip, the first section of pile body and the second section of pile body are pushed to gradually sink by utilizing a flank structure arranged at the lower end of the push rod;
3) Along with the continuous sinking of the prefabricated pipe pile, a third section of pile body and a fourth section of pile body … …, an nth section of pile body are additionally arranged above the second section of pile body one by one, and the connection mode between the adjacent pile bodies refers to the step 2);
4) The sinking construction operation of the prefabricated pipe pile is as follows: firstly sinking the pile tip again, closing the flank structure, lowering the push rod to the pile tip position, directly pushing the push rod to enable the pile tip to sink, then sequentially sinking each section of pile body from top to bottom, lifting the push rod, enabling the flank structure to move to a cavity platform between the ith section of pile body and the (i+1) th section of pile body, unfolding the flank structure, and pushing the ith section of pile body downwards to be in contact with the pile tip or the (i-1) th section of pile body through the push rod;
5) And after the prefabricated pipe pile reaches the depth requirement of construction, closing the side wing structure, taking out the push rod, and pouring concrete to fill the gaps among the pile bodies.
Preferably, the pile tip is required to ensure that a part of sleeve is reserved above the soil layer in the sinking process so as to be convenient for installing the next pile body.
Preferably, when the pile tip is subjected to sinking operation, the single sinking depth is controlled to be at least 0.2m lower than the net height of the sleeve, so that the sleeve and the pile body are prevented from being separated from each other in the subsequent sinking process. More preferably, the single sinking depth of the pile tip is less than 0.5m of the net height of the sleeve.
The invention also provides a grading propulsion large-diameter long prefabricated pipe pile, which comprises a pile body and a pile tip, wherein the pile body is of a hollow structure and comprises a plurality of sections of pile bodies with equal length, sleeves are arranged between the pile tip and the pile body and between two adjacent pile bodies in the pile body, the lower ends of the sleeves are fixedly connected, the lower ends of all the sections of pile bodies can be movably inserted into the sleeves, and an inner cavity platform is arranged between the adjacent pile bodies and used as a supporting point of sinking thrust; the grading propulsion of the precast tubular pile is realized through the push rod and the side wing structure arranged at the lower end of the push rod, and concrete is poured into the cavity of the precast tubular pile after reaching a preset depth so as to finish the burying work of the whole precast tubular pile.
In order to match with the grading propulsion of the precast tubular pile, the push rod also adopts a segmented connection structure, and can be connected and detached according to the real-time length of the precast tubular pile, so that sinking thrust is conveniently applied. When the push rod moves up and down in the pile body, the side wing structure is in a closed state, and when the push rod is lifted to a loading position, the side wing structure is in an unfolding state and forms an included angle with the vertical direction, and the segmented pile body is given a downward thrust through the interaction of the side wing structure and the cavity platform.
Preferably, the diameter of the cavity of each pile body is gradually increased from top to bottom, and a cavity platform can be directly formed at the joint of the cavities of two adjacent pile bodies.
Preferably, the cavity of the pile body is divided into a first part, a second part and a third part from top to bottom according to the diameter change, wherein the difference between the inner diameter and the outer diameter at the highest position of the first part is 2a, the difference between the inner diameter and the outer diameter of the second part is a fixed value 2b, the difference between the inner diameter and the outer diameter at the lowest position of the third part is 2c, and the sizes of the a, b and c are matched with the sizes of the pile body and the push rod which are actually used. More preferably, the difference between a and c is 10 to 15cm.
Preferably, the pile tip is a conical closed structure.
Preferably, the inner diameter of the sleeve is 0.5-2.0 cm larger than the outer diameter of the pile body.
Since the sleeve is also submerged in the ground, the outer diameter of the sleeve cannot be too large in order not to cause too much increase in the sinking resistance; the inner diameter of the sleeve cannot be too large, otherwise, the gap is too large, but the gap does not play a role of the upper section of pile body, and the phenomenon of sleeve removal at the lower end of the pile body is easy to occur; the inner diameter of the sleeve cannot be too small, otherwise the gap is too small, so that the pile body is inconvenient to insert and install.
And the sleeve is set to be matched with the length of the single-section pile body in height, so that sinking power is increased when pile sinking is carried out on the section pile body each time, and the operation times of stage propulsion are greatly increased when the sinking power is too low, so that the process is tedious and the required construction requirements cannot be met.
The technical scheme provided by the invention has at least the following beneficial effects:
1. the technical scheme provided by the invention solves the defects of the existing precast pile forming method (namely, the maximum power of pile sinking equipment is difficult to press the whole precast pile with longer length to the designed depth), separates the pile end resistance born by the pile tip from the pile side resistance born by the pile body on the one hand, and separates the larger pile side resistance born by the whole pile body into a plurality of sections of smaller pile side resistances on the other hand, so that the resistance to be overcome in each pushing process can be greatly reduced, the limitation of the existing equipment in the aspect of the construction depth of the precast pile is broken, the maximum utilization of the equipment is realized, and the construction difficulty of the precast pile with large length and large diameter is also reduced.
2. According to the invention, the cavities of each pile section are arranged into a variable-diameter structure and gradually increased from top to bottom, on one hand, the larger inner diameter of the lower part of the (i+1) th pile section and the smaller inner diameter of the upper part of the (i) th pile section are spliced together to form a large enough cavity platform, so that the effect of supporting a force application point for a push rod is achieved, on the other hand, the minimum diameter of each pile section can play a constraint role on the push rod, so that the push rod is prevented from buckling due to eccentric force in the pile pressing process, and the structural stability of the push rod is improved.
Drawings
For a clearer description of the technical solutions of the embodiments of the present invention, the drawings that are needed in the description of the embodiments will be briefly introduced below, it being obvious that the drawings described below are only some embodiments of the present invention, and that other drawings can be obtained according to these drawings without inventive effort for a person skilled in the art, wherein:
FIG. 1 is a construction structure diagram of a pile tip and a first pile body according to a preferred embodiment 1 of the present invention;
FIG. 2 is a diagram showing a construction of connection between two adjacent piles in accordance with the preferred embodiment 1 of the present invention;
FIG. 3 is a cross-sectional view of the construction of the single-section pile body of FIG. 2 taken along the A-A direction;
FIG. 4 is a schematic view of the structure of the side flap structure of the preferred embodiment 1 of the present invention in its unfolded state;
in the figure: 1 pile tip, 2 pile body, 3 sleeve, 4 push rod, 5 flank structures.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and fully with reference to the accompanying drawings, in which it is evident that the embodiments described are only some, but not all embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
Example 1
Referring to fig. 1-4, a large-diameter long prefabricated pipe pile capable of being propelled in a grading manner comprises a pile body and a pile tip 1 which are arranged up and down, wherein the pile body is of a hollow structure and comprises a pile body 2 with multiple sections of equal length, a sleeve 3 is arranged between the pile tip 1 and the pile body and between two adjacent pile bodies in the pile body, the lower end of the sleeve 3 is fixedly connected, the lower end of each pile body is movably inserted into the sleeve 3 from the upper part, and an inner cavity platform is arranged between the adjacent pile bodies and used as a supporting point for sinking thrust.
In this embodiment, the pile tip 1 is a conical closed structure; the diameter of the cavity of the pile body 2 is gradually increased from top to bottom and is divided into a first part, a second part and a third part according to the diameter change, wherein the difference between the inner diameter and the outer diameter at the highest position of the first part is 2a, the difference between the inner diameter and the outer diameter of the second part is a fixed value 2b, the difference between the inner diameter and the outer diameter at the lowest position of the third part is 2c, and the sizes of the a, b and c are matched with the sizes of the pile body 2 and the push rod 4 which are actually used. In the embodiment, the first part and the third part at the joint of two adjacent pile bodies are utilized to directly form the cavity platform, and the difference between a and c is 10-15 cm.
In this embodiment, the inner diameter of the sleeve 3 is 1cm greater than the outer diameter of the pile body 2.
Still be provided with push rod 4 in this embodiment the lower extreme of push rod 4 is provided with flank structure 5 that can open and shut, through push rod 4 and flank structure 5 realize advancing the hierarchical of precast tubular pile, pour the concrete in reaching the cavity of precast tubular pile after the predetermined degree of depth in order to accomplish the burying work of whole precast tubular pile.
The construction method for carrying out the prefabricated pipe pile with large diameter and longer length by utilizing the prefabricated pipe pile specifically comprises the following steps:
1) Positioning the coordinates of the central point of the pile sinking position of the precast pile by using a total station;
2) Moving pile sinking equipment to a pile sinking position, connecting a pile tip 1 with a first pile body through a sleeve 3, connecting the sleeve 3 at the upper end of the first pile body, then inserting a push rod 4 into a cavity of the first pile body, sinking the pile tip 1 of the prefabricated pipe pile and the first pile body into soil by using the pile sinking equipment, and preventing the pile body from deviating in the pile sinking process by limiting the limit value of the push rod 4;
3) When the first pile body is pressed to the sleeve 3 at the upper end of the pile body, the second pile body is installed, pile tip 1 and pile body 2 are sunk by pile sinking equipment, a push rod 4 is lifted to a cavity platform position of the first pile body and the second pile body, which is generated by the variable inner diameter structure, and the prefabricated pipe pile is pushed downwards by the unfolded flank structure 5;
4) Repeating the step 3), installing third section and fourth section … … nth section pile bodies one by one above the second section pile bodies through the sleeve 3, and pushing the whole prefabricated pipe pile to continuously sink through the push rod 4;
5) The sinking operation of the prefabricated pipe pile in the step 4) is as follows: firstly sinking the pile tip 1 again, closing the flank structure 5, lowering the push rod 4 to the position of the pile tip 1, directly pushing the push rod 4 to enable the pile tip 1 to sink, then sequentially sinking each section of pile body from top to bottom, lifting the push rod 4, enabling the flank structure 5 to move to a cavity platform between the ith section of pile body and the (i+1) th section of pile body, expanding the flank structure 5, and pushing the ith section of pile body downwards to be in contact with the pile tip 1 or the (i-1) th section of pile body through the push rod 4;
6) After the precast tubular pile is sunk for the last time, the pile tip 1 exceeds the target depth, all sections of pile bodies are connected into a whole in the sleeve by utilizing the push rod 4, the side wing structure 5 is closed, the push rod 4 is taken out, and meanwhile, the precast tubular pile cavity is poured by utilizing concrete so as to fill gaps among the pile bodies.
It should be noted that, in the sinking process, the pile tip 1 needs to ensure that a part of sleeve is reserved above the soil layer so as to be convenient for installing the next pile body; when the pile tip 1 is subjected to sinking operation, the single sinking depth is controlled to be lower than the net height of the sleeve 3 by 0.5m, so that the condition that the sleeve and the pile body are separated from each other in the subsequent sinking process is avoided.
In the embodiment, the pile tip is sunk independently, and only the resistance of the pile tip is needed to be overcome at the moment; after the pile tip is sunk, a cavity structure is formed in the soil body, and the segmented pile body is sunk one by one only by overcoming small pile side friction resistance. The construction method separates the pile end resistance born by the pile tip from the pile side resistance born by the pile body on the one hand; on the other hand, the integral pile side resistance born by the pile body is effectively separated through the segmented pile body, and the limit of the existing equipment on the construction depth of the precast pile can be broken, so that the maximum utilization of the existing pile sinking equipment is realized, and the depth limit of the sinking construction of the precast pile and the specification limit of the acted precast pile under the power of the existing equipment are broken through.
The foregoing description of the preferred embodiments of the present invention is not intended to limit the scope of the invention, but rather, the present invention is susceptible to various modifications and alternative forms as will occur to those skilled in the art. Any modifications or equivalent substitutions made by the present specification and drawings should be included in the scope of the present invention, which is also encompassed within the spirit and principles of the present invention, directly or indirectly applied to other related technical fields.
Claims (8)
1. A construction method of a large-diameter long precast tubular pile in a grading propulsion mode is characterized in that pile tips (1) of the precast tubular pile are sunk into soil by pile sinking equipment, pile shafts of the precast tubular pile are split into a plurality of hollow pile bodies (2), the pile tips (1) are connected with the pile shafts and the adjacent pile bodies in the pile shafts in a non-fixed mode through sleeves (3), grading propulsion is carried out on the pile tips (1) and the pile bodies in each section from bottom to top by push rods (4) to enable the precast tubular pile to sink gradually, the number of connected pile body sections is increased along with continuous sinking of the precast tubular pile, and after the precast tubular pile meets the depth requirement of construction, the push rods (4) are recovered and concrete is poured to fill gaps among the pile bodies;
the method specifically comprises the following steps:
1) Splitting a pile body of the prefabricated pipe pile into a plurality of hollow pile bodies (2), arranging an internal cavity platform between two adjacent pile bodies so as to facilitate a push rod (4) to apply sinking thrust to the pile bodies, and sinking a pile tip (1) of the prefabricated pipe pile into soil by pile sinking equipment;
2) A sleeve is fixedly arranged at the upper end of the pile tip (1) and the lower end of a first pile body is inserted into the sleeve until the first pile body is completely contacted with the pile tip (1), a sleeve is fixedly arranged at the upper end of the first pile body and the lower end of a second pile body is inserted into the sleeve, the push rod (4) is inserted into a cavity of the pile body from top to bottom, and the pile tip, the first pile body and the second pile body are pushed to gradually sink by utilizing a flank structure (5) arranged at the lower end of the push rod (4);
3) Along with the continuous sinking of the prefabricated pipe pile, a third section of pile body and a fourth section of pile body … …, an nth section of pile body are additionally arranged above the second section of pile body one by one, and the connection mode between the adjacent pile bodies refers to the step 2);
4) The sinking construction operation of the prefabricated pipe pile is as follows: firstly sinking the pile tip (1) again, closing the flank structure (5) and lowering the push rod (4) to the position of the pile tip (1), directly pushing the push rod (4) to enable the pile tip (1) to sink, then sequentially sinking all sections of pile bodies from top to bottom, lifting the push rod (4) and enabling the flank structure (5) to move to a cavity platform between an ith section of pile body and an (i+1) th section of pile body, unfolding the flank structure (5), and pushing the ith section of pile body downwards to be in contact with the pile tip (1) or the (i-1) th section of pile body through the push rod (4);
5) And after the prefabricated pipe pile reaches the depth requirement of construction, closing the side wing structure (5) and taking out the push rod (4), and pouring concrete to fill the gaps among pile bodies.
2. The construction method of the large-diameter long precast tubular pile with the graded propulsion according to claim 1, wherein a part of sleeve is reserved above a soil layer in the sinking process of the pile tip (1) so as to be convenient for installing the next pile section.
3. The construction method of the large-diameter long precast tubular pile with graded propulsion according to claim 1, wherein the single sinking depth is controlled to be at least 0.2m lower than the net height of the sleeve (3) when the pile tip (1) is subjected to sinking operation, so as to avoid the situation that the sleeve and the pile body are separated from each other in the subsequent sinking process.
4. The large-diameter long prefabricated pipe pile is characterized by comprising a pile body and pile tips (1) which are arranged up and down, wherein the pile body is of a hollow structure and comprises a plurality of sections of pile bodies (2) with equal length, sleeves (3) are arranged between the pile tips (1) and the pile body and between two adjacent pile bodies in the pile body, the lower ends of the sleeves (3) are fixedly connected, the lower ends of all the sections of pile bodies can be movably inserted into the sleeves (3), the cavity diameters of the pile bodies (2) are gradually increased from top to bottom, and a cavity platform is directly formed at the joint of the cavities of the two adjacent pile bodies and is used as a supporting point for sinking thrust; the grading propulsion of the precast tubular pile is realized through the push rod (4) and the openable and closable side wing structure (5) arranged at the lower end of the push rod (4), and concrete is poured into the cavity of the precast tubular pile after reaching a preset depth so as to finish the burying work of the whole precast tubular pile.
5. The large-diameter long prefabricated pipe pile propelled in a grading manner according to claim 4, wherein the cavity of the pile body (2) is divided into a first part, a second part and a third part from top to bottom according to the diameter change, wherein the difference between the inner diameter and the outer diameter at the highest position of the first part is 2a, the difference between the inner diameter and the outer diameter of the second part is a fixed value 2b, the difference between the inner diameter and the outer diameter at the lowest position of the third part is 2c, and the sizes of a, b and c are matched with the sizes of the pile body (2) and the push rod (4) which are actually used.
6. The large-diameter long prefabricated pipe pile propelled in a grading manner according to claim 5, wherein the difference between a and c is 10-15 cm.
7. The large-diameter long prefabricated pipe pile propelled in a grading manner according to any one of claims 4-6, wherein the pile tip (1) is of a conical closed structure.
8. The large-diameter long prefabricated pipe pile propelled in a grading manner according to claim 7, wherein the inner diameter of the sleeve (3) is 0.5-2.0 cm larger than the outer diameter of the pile body (2).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811268936.7A CN109024562B (en) | 2018-10-29 | 2018-10-29 | Graded-propulsion large-diameter long prefabricated pipe pile and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811268936.7A CN109024562B (en) | 2018-10-29 | 2018-10-29 | Graded-propulsion large-diameter long prefabricated pipe pile and construction method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109024562A CN109024562A (en) | 2018-12-18 |
| CN109024562B true CN109024562B (en) | 2024-03-15 |
Family
ID=64614323
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201811268936.7A Active CN109024562B (en) | 2018-10-29 | 2018-10-29 | Graded-propulsion large-diameter long prefabricated pipe pile and construction method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109024562B (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111395324A (en) * | 2020-03-18 | 2020-07-10 | 广州地铁设计研究院股份有限公司 | Mixed pile construction method and mixed pile structure |
| CN111501744A (en) * | 2020-04-13 | 2020-08-07 | 浙江厦泰基础工程有限公司 | Building pile foundation and construction method |
| CN114808908A (en) * | 2022-05-07 | 2022-07-29 | 泰安众科建材有限公司 | Method for reinforcing soft foundation based on medium-high carbon steel wire mesh |
| CN115217093B (en) * | 2022-08-16 | 2024-08-09 | 中铁上海设计院集团有限公司 | Self-stabilizing hollow pile for deep expansive soil region and construction method thereof |
Citations (21)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1276031A (en) * | 1997-11-13 | 2000-12-06 | 克瓦纳水泥浇铸有限公司 | Improved methods and apparatus for boring and piling |
| CN1298991A (en) * | 2001-01-18 | 2001-06-13 | 北京市机械施工公司 | Pile forming method by drilling, enlarging, pressure-grouting and filling |
| US6264402B1 (en) * | 1995-12-26 | 2001-07-24 | Vickars Developments Co. Ltd. | Method and apparatus for forming piles in place |
| JP2005315052A (en) * | 2004-03-31 | 2005-11-10 | Tenox Corp | Expanded head in hollow pile inner digging/embedding device |
| CN101100929A (en) * | 2006-07-05 | 2008-01-09 | 系统计测株式会社 | Bottom enlarging basket bucket |
| CN101298770A (en) * | 2008-06-12 | 2008-11-05 | 大连理工大学 | Bottom enlarging prestress conical pipe pile and construction method thereof |
| CN101413263A (en) * | 2008-09-27 | 2009-04-22 | 余安南 | Rotary enlarging reducing cone spiral tray concrete filling pile and pile-forming apparatus and construction method |
| CN201665877U (en) * | 2009-06-08 | 2010-12-08 | 广东金辉华集团有限公司 | Composite pile |
| CN202152461U (en) * | 2011-07-12 | 2012-02-29 | 中国建筑西南勘察设计研究院有限公司 | Pretensioned prestressing wedge-shaped concrete tubular pile |
| CN202175949U (en) * | 2011-07-26 | 2012-03-28 | 岳建伟 | Cone-shaped light prefabricated concrete core pile |
| CN103628474A (en) * | 2012-08-27 | 2014-03-12 | 上海中技桩业股份有限公司 | Manufacturing method for connecting hollow prestressed square piles by using bolts |
| CN104047286A (en) * | 2014-03-03 | 2014-09-17 | 贵州中建建筑科研设计院有限公司 | Explosive-type hollow pointed pile |
| CN204551436U (en) * | 2015-04-17 | 2015-08-12 | 上海三凯建设管理咨询有限公司 | A kind of prefabricated concrete pipe pile |
| CN204608758U (en) * | 2015-04-17 | 2015-09-02 | 上海三凯建设管理咨询有限公司 | A kind of reducing prefabricated concrete pipe pile |
| CN106703023A (en) * | 2017-01-09 | 2017-05-24 | 浙江双和环境建设有限公司 | Hydraulic hammering type four-wing prefabricated pile and construction method thereof |
| CN107268604A (en) * | 2017-08-10 | 2017-10-20 | 中南大学 | The construction system and construction method of a kind of hollow preformed pile |
| CN107893415A (en) * | 2017-11-28 | 2018-04-10 | 淮海工学院 | A kind of corrosion-resistant miniature steel pipe pile and manufacture method |
| CN107905222A (en) * | 2017-11-24 | 2018-04-13 | 中冶沈勘工程技术有限公司 | Pile foundation lining material and apply the lining material prefabricated band bellend prestressing pipe pile construction method |
| CN107938664A (en) * | 2017-12-26 | 2018-04-20 | 沙焕焕 | Ductility cracking resistance stiff composite pile |
| CN108221972A (en) * | 2018-03-12 | 2018-06-29 | 四川省建筑科学研究院 | A kind of built pile and its construction method and vertical bearing capacity of single pile computational methods |
| CN209025070U (en) * | 2018-10-29 | 2019-06-25 | 中南大学 | A kind of long prefabricated tubular pile of major diameter that classification promotes |
-
2018
- 2018-10-29 CN CN201811268936.7A patent/CN109024562B/en active Active
Patent Citations (21)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US6264402B1 (en) * | 1995-12-26 | 2001-07-24 | Vickars Developments Co. Ltd. | Method and apparatus for forming piles in place |
| CN1276031A (en) * | 1997-11-13 | 2000-12-06 | 克瓦纳水泥浇铸有限公司 | Improved methods and apparatus for boring and piling |
| CN1298991A (en) * | 2001-01-18 | 2001-06-13 | 北京市机械施工公司 | Pile forming method by drilling, enlarging, pressure-grouting and filling |
| JP2005315052A (en) * | 2004-03-31 | 2005-11-10 | Tenox Corp | Expanded head in hollow pile inner digging/embedding device |
| CN101100929A (en) * | 2006-07-05 | 2008-01-09 | 系统计测株式会社 | Bottom enlarging basket bucket |
| CN101298770A (en) * | 2008-06-12 | 2008-11-05 | 大连理工大学 | Bottom enlarging prestress conical pipe pile and construction method thereof |
| CN101413263A (en) * | 2008-09-27 | 2009-04-22 | 余安南 | Rotary enlarging reducing cone spiral tray concrete filling pile and pile-forming apparatus and construction method |
| CN201665877U (en) * | 2009-06-08 | 2010-12-08 | 广东金辉华集团有限公司 | Composite pile |
| CN202152461U (en) * | 2011-07-12 | 2012-02-29 | 中国建筑西南勘察设计研究院有限公司 | Pretensioned prestressing wedge-shaped concrete tubular pile |
| CN202175949U (en) * | 2011-07-26 | 2012-03-28 | 岳建伟 | Cone-shaped light prefabricated concrete core pile |
| CN103628474A (en) * | 2012-08-27 | 2014-03-12 | 上海中技桩业股份有限公司 | Manufacturing method for connecting hollow prestressed square piles by using bolts |
| CN104047286A (en) * | 2014-03-03 | 2014-09-17 | 贵州中建建筑科研设计院有限公司 | Explosive-type hollow pointed pile |
| CN204551436U (en) * | 2015-04-17 | 2015-08-12 | 上海三凯建设管理咨询有限公司 | A kind of prefabricated concrete pipe pile |
| CN204608758U (en) * | 2015-04-17 | 2015-09-02 | 上海三凯建设管理咨询有限公司 | A kind of reducing prefabricated concrete pipe pile |
| CN106703023A (en) * | 2017-01-09 | 2017-05-24 | 浙江双和环境建设有限公司 | Hydraulic hammering type four-wing prefabricated pile and construction method thereof |
| CN107268604A (en) * | 2017-08-10 | 2017-10-20 | 中南大学 | The construction system and construction method of a kind of hollow preformed pile |
| CN107905222A (en) * | 2017-11-24 | 2018-04-13 | 中冶沈勘工程技术有限公司 | Pile foundation lining material and apply the lining material prefabricated band bellend prestressing pipe pile construction method |
| CN107893415A (en) * | 2017-11-28 | 2018-04-10 | 淮海工学院 | A kind of corrosion-resistant miniature steel pipe pile and manufacture method |
| CN107938664A (en) * | 2017-12-26 | 2018-04-20 | 沙焕焕 | Ductility cracking resistance stiff composite pile |
| CN108221972A (en) * | 2018-03-12 | 2018-06-29 | 四川省建筑科学研究院 | A kind of built pile and its construction method and vertical bearing capacity of single pile computational methods |
| CN209025070U (en) * | 2018-10-29 | 2019-06-25 | 中南大学 | A kind of long prefabricated tubular pile of major diameter that classification promotes |
Non-Patent Citations (1)
| Title |
|---|
| 余孝志.重复组装式导流桩坝水上插桩施工关键技术.人民黄河.2014,第36卷(第6期),第8-13页. * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN109024562A (en) | 2018-12-18 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109024562B (en) | Graded-propulsion large-diameter long prefabricated pipe pile and construction method thereof | |
| JP6335319B2 (en) | Pile formation method for composite expanded pile and pile forming equipment for combined expanded pile | |
| CN100494581C (en) | Pipe pile hole maker with concrete bottom sealing, pipe cover and wings and construction process thereof | |
| CN210288383U (en) | Rotary drilling and piling integrated machine | |
| CN103556628B (en) | Spiral conical soil compaction pile construction method | |
| CN108330973A (en) | Pile pulling device under low clearance height and quick pile extracting method | |
| CN105649073A (en) | Static root drilling type construction method for planting piles | |
| CN107938666B (en) | Pile end inner hammering pile sinking with pile shoe and synchronous end grouting structure and process | |
| CN105297717A (en) | Composite foundation pile with lower portion enlarged diameter section and construction method of composite foundation pile | |
| CN102605788A (en) | Double-tube-sinking and inner-tube-drawing bored cast-in-place pile construction method and application | |
| CN209837011U (en) | Bottom-expanding composite pipe pile structure for eliminating negative frictional resistance of soil filling stratum | |
| CN109268042B (en) | Small pilot tunnel advanced support equipment and construction method | |
| CN207739253U (en) | Slip casting structure is surveyed at hammer piling and synchronous end in band shoe pipe pile end | |
| CN205116168U (en) | End grout static pressure tubular pile construction equipment is expanded in drilling | |
| CN209339143U (en) | A kind of concrete pipe pile construction equipment | |
| CN208328968U (en) | A kind of upper stake suitable for large-scale cyclic load is casted anchor novel foundation | |
| CN112252312B (en) | Construction method for enhancing integral stress performance of PHC pipe pile | |
| CN1995689A (en) | Pile forming mechanism with gyro bit and the gyro bit and pile forming method | |
| CN209025070U (en) | A kind of long prefabricated tubular pile of major diameter that classification promotes | |
| CN206233232U (en) | A kind of upper and lower part expansion type soil cement is combined pile tube | |
| CN215367226U (en) | Well draw reaming body expanding pile of solid reinforcing of back slip casting root | |
| CN109339044A (en) | A kind of concrete pipe pile construction equipment | |
| CN213173700U (en) | Precast pile for soft foundation treatment | |
| CN108842759A (en) | The built pile and its construction technology of prefabricated tubular pile and bored concrete pile | |
| CN106149709B (en) | The pile making method of pre-poured stake |
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 | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |