CN113417281A - Cast-in-place pile-prestressed pipe pile composite pile and construction method thereof - Google Patents
Cast-in-place pile-prestressed pipe pile composite pile and construction method thereof Download PDFInfo
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- CN113417281A CN113417281A CN202110724871.8A CN202110724871A CN113417281A CN 113417281 A CN113417281 A CN 113417281A CN 202110724871 A CN202110724871 A CN 202110724871A CN 113417281 A CN113417281 A CN 113417281A
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- 239000002131 composite material Substances 0.000 title claims abstract description 23
- 238000010276 construction Methods 0.000 title claims abstract description 22
- 229910000831 Steel Inorganic materials 0.000 claims description 33
- 239000010959 steel Substances 0.000 claims description 33
- 230000002787 reinforcement Effects 0.000 claims description 21
- 238000004873 anchoring Methods 0.000 claims description 18
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 12
- 238000003466 welding Methods 0.000 claims description 6
- 230000000149 penetrating effect Effects 0.000 claims description 4
- 239000011241 protective layer Substances 0.000 claims description 4
- 239000002002 slurry Substances 0.000 claims description 3
- 239000007788 liquid Substances 0.000 claims description 2
- 238000000034 method Methods 0.000 claims 1
- 239000011148 porous material Substances 0.000 description 3
- 210000001503 joint Anatomy 0.000 description 2
- 239000010410 layer Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000001681 protective effect Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
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Classifications
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- 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
- E02D5/50—Piles comprising both precast concrete portions and concrete portions cast in situ
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/08—Sinking workpieces into water or soil inasmuch as not provided for elsewhere
-
- 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
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a cast-in-place pile-prestressed pipe pile composite pile and a construction method thereof. According to the invention, the upper part of the cast-in-place pile is replaced by the prestressed tubular pile, so that the construction cost is saved, the connection stability and the coaxiality of the cast-in-place pile and the prestressed tubular pile are ensured, and the overall strength is ensured.
Description
Technical Field
The invention belongs to the field of pile foundations, and particularly relates to a cast-in-place pile-prestressed pipe pile composite pile and a construction method thereof.
Background
At present, although the cast-in-place pile is widely applied, the construction cost is high, and the construction cost is greatly increased if the cast-in-place pile is generally adopted.
Disclosure of Invention
The invention aims to provide a cast-in-place pile-prestressed pipe pile composite pile and a construction method thereof.
The technical scheme adopted by the invention is as follows:
a cast-in-place pile-prestressed pipe pile composite pile is characterized in that a cast-in-place pile is arranged at the lower portion of the pile, a prestressed pipe pile with the same diameter is arranged at the upper portion of the pile, a circle of reserved reinforcing steel bars extending downwards is arranged at the bottom end of the pile, a circle of anchoring reinforcing steel bars extending upwards is arranged at the top end of the pile, the reserved reinforcing steel bars are in butt joint and are welded and fixed on the anchoring reinforcing steel bars to form a joint portion of the pile and the pile, and the joint portion is cast by micro-expansion concrete with the same grade as that of the cast-in-place pile.
Further, the length ratio of the prestressed pipe pile to the cast-in-place pile is determined according to the design bearing capacity, and the length of the cast-in-place pile is larger than that of the prestressed pipe pile.
A construction method for the composite pile of cast-in-place pile and prestressed tubular pile includes such steps as putting down the protecting tube, drilling holes, hoisting the reinforcing cage of cast-in-place pile into the holes, exposing the protecting tube, a temporary rod penetrating through the reinforcement cage is arranged on the top surface of the protective cylinder, the reinforcement cage is supported on the protective cylinder through the temporary rod, then hoisting a prestressed pipe pile with the same diameter as the cast-in-place pile into the hole, arranging a circle of downwards extending reserved steel bars at the bottom end of the prestressed pipe pile, arranging a circle of upwards extending anchoring steel bars at the top end of the steel bar cage, butting the reserved steel bars and the anchoring steel bars and welding and fixing the reserved steel bars and the anchoring steel bars to form a joint part, then hoisting the prestressed pipe pile and the reinforcement cage, taking away the temporary rod, adjusting the pile body to be vertical and then fixing the pile body with the pile casing, and then, placing the guide pipe downwards, enabling the guide pipe to penetrate through the prestressed pipe pile to enter the bottom of the reinforcement cage, pouring concrete through the guide pipe, gradually lifting the guide pipe during pouring, and enabling the joint part and the cast-in-place pile to adopt micro-expansion concrete of the same grade.
Furthermore, both sides of the top of the prestressed pipe pile are provided with hanging rings, when the prestressed pipe pile is lifted, a lifting hook of lifting equipment hooks the lantern ring, the lantern ring is simultaneously connected with one ends of the two steel wire ropes, and the other ends of the two steel wire ropes are respectively connected with the hanging rings on both sides.
Further, the concrete protective layer of the cast-in-place pile is slightly thicker than that of the prestressed pipe pile.
Furthermore, the guide pipe is manufactured in advance according to the inner diameter of the prestressed pipe pile, and the outer diameter of the guide pipe is as close to the inner diameter of the prestressed pipe pile as possible under the condition that the guide pipe can move up and down freely.
And further, during pore forming, dry operation pore forming or slurry wall protection pore forming is selected according to geological conditions.
Furthermore, when the pile body is adjusted, manual assistance centering is adopted, and the verticality is observed through the hanging hammer.
Further, during pouring, the height of the concrete liquid level is fed back through the measuring rope.
Further, the temporary rods are reinforcing steel bars which are arranged in a crossed mode.
The invention has the beneficial effects that:
the composite pile has the advantages that the prestressed pipe pile is adopted to replace a part of pile body on the upper part of the cast-in-place pile, so that the construction cost is saved, the construction cost is reduced, and the composite pile has a certain application value; the joint part adopts a circle of reserved steel bars and anchoring steel bars to be butted and welded and fixed, so that the connection stability and coaxiality of the cast-in-place pile and the prestressed pipe pile are ensured; the joint part is cast by micro-expansion concrete with the same grade as the cast-in-place pile, so that the deformation consistency is ensured, and the integral strength is ensured.
Drawings
Fig. 1 is a schematic view of a prestressed pipe pile, a reserved steel bar, a hoisting tool, a steel bar cage of a cast-in-place pile and an anchoring steel bar in the embodiment of the invention.
In the figure: 1-a hoisting ring; 2-a collar; 3-a steel wire rope; 4-prestressed pipe piles; 5-reserving reinforcing steel bars; 6-anchoring the steel bar; 7-a reinforcement cage.
Detailed Description
The invention is further illustrated by the following figures and examples.
A cast-in-place pile-prestressed pipe pile composite pile is characterized in that a cast-in-place pile is arranged at the lower portion, a prestressed pipe pile 4 with the same diameter is arranged at the upper portion, a circle of reserved reinforcing steel bars 5 extending downwards is arranged at the bottom end of the prestressed pipe pile 4, a circle of anchoring reinforcing steel bars 6 extending upwards is arranged at the top end of the cast-in-place pile, the reserved reinforcing steel bars 6 are in butt joint and are welded and fixed on the anchoring reinforcing steel bars 5 to form the prestressed pipe pile 4 and a joint portion of the cast-in-place pile, and the joint portion is cast by micro-expansion concrete with the same grade as that of the cast-in-place pile. The composite pile has the advantages that a part of pile body is replaced by the prestressed pipe pile 4 on the upper part of the cast-in-place pile, so that the construction cost is saved, the construction cost is reduced, and the composite pile has a certain application value; the joint part adopts a circle of reserved steel bars 5 and anchoring steel bars 6 to be butted and welded and fixed, so that the connection stability and coaxiality of the cast-in-place pile and the prestressed pipe pile 4 are ensured; the joint part is cast by micro-expansion concrete with the same grade as the cast-in-place pile, so that the deformation consistency is ensured, and the integral strength is ensured.
The length ratio of the prestressed pipe pile 4 to the cast-in-place pile is determined according to the design bearing capacity, and the length of the cast-in-place pile is larger than that of the prestressed pipe pile 4. Because the prestressed pipe pile 4 transfers the upper load to the cast-in-place pile, the length of the cast-in-place pile is preferably longer than that of the prestressed pipe pile 4, and the cast-in-place pile is ensured not to be damaged before the prestressed pipe pile 4.
A construction method of a cast-in-place pile-prestressed pipe pile composite pile comprises the steps of firstly, placing a pile casing and then forming a hole, then hoisting a reinforcement cage 7 of the cast-in-place pile into the hole and exposing the pile casing, placing a temporary rod penetrating through the reinforcement cage 7 on the top surface of the pile casing, supporting the reinforcement cage 7 on the pile casing through the temporary rod as shown in figure 1, then hoisting a prestressed pipe pile 4 with the same diameter as the cast-in-place pile into the hole, arranging a circle of downwards extending reserved reinforcement 5 at the bottom end of the prestressed pipe pile 4, arranging a circle of upwards extending anchoring reinforcement 6 at the top end of the reinforcement cage 7, butting and welding the reserved reinforcement 5 and the anchoring reinforcement 6 to form a joint part, then hoisting the prestressed pipe pile 4 and the reinforcement cage 7, taking away the temporary rod, adjusting a pile body to be vertical and then fixing the pile body with the pile casing, then putting down a guide pipe, enabling the guide pipe to penetrate through the prestressed pipe pile 4 to enter the bottom of the cage 7, pouring concrete through the guide pipe, and gradually lifting the guide pipe during pouring, the joint part and the cast-in-place pile adopt the same grade of micro-expansion concrete.
As shown in fig. 1, in this embodiment, two sides of the top of the prestressed pipe pile 4 are provided with hanging rings 1, when the prestressed pipe pile 4 is lifted, a hook of a lifting device (e.g., an automobile crane) hooks a lantern ring 2, the lantern ring 2 is simultaneously connected with one end of two steel wire ropes 3, and the other end of the two steel wire ropes 3 is respectively connected with the hanging rings 1 on the two sides.
In this embodiment, the concrete protective layer of the cast-in-place pile is slightly thicker than the concrete protective layer of the prestressed pipe pile 4. The concrete protection layer of the cast-in-place pile is controlled to be 5cm, the concrete protection layer of the prestressed pipe pile 4 is 4cm, and the function of the cast-in-place pile can be fully exerted.
In this embodiment, the guide tube is made in advance according to the inner diameter of the prestressed pipe pile 4, and the outer diameter of the guide tube is as close as possible to the inner diameter of the prestressed pipe pile 4 under the condition of ensuring free up-and-down movement. The outer diameter of the guide pipe is recommended to be 5cm smaller than the inner diameter of the prestressed pipe pile 4.
In the embodiment, when the hole is formed, dry operation hole forming or slurry wall protection hole forming is selected according to geological conditions.
In this embodiment, when adjusting the pile body, the verticality is observed by the hanging hammer by adopting manual assistance for centering.
In this embodiment, the concrete level is fed back through the measuring line during casting.
In the embodiment, the temporary rods are crossed reinforcing steel bars with the diameter of 28mm or 25mm
In this embodiment, the pile casing is 2m high, the diameter is 10cm greater than the diameter of the pile, the reinforcement cage 7 is exposed out of the pile casing by about 1m, the length of the reserved steel bar 5 is 35d, the welding length of the reserved steel bar 5 and the anchoring steel bar 6 is greater than 10d by one-side welding and greater than 5d by two-side welding.
It will be understood that modifications and variations can be made by persons skilled in the art in light of the above teachings and all such modifications and variations are intended to be included within the scope of the invention as defined in the appended claims.
Claims (10)
1. The utility model provides a bored concrete pile-prestressed pipe pile composite pile which characterized in that: the lower part is a cast-in-place pile, the upper part is a prestressed pipe pile with the same diameter, the bottom end of the prestressed pipe pile is provided with a circle of reserved steel bars extending downwards, the top end of the cast-in-place pile is provided with a circle of anchoring steel bars extending upwards, the reserved steel bars are butted and welded and fixed on the anchoring steel bars to form a joint part of the prestressed pipe pile and the cast-in-place pile, and the joint part is cast by micro-expansion concrete with the same grade as the cast-in-place pile.
2. The bored concrete pile-prestressed pipe pile composite pile according to claim 1, wherein: the length ratio of the prestressed pipe pile to the cast-in-place pile is determined according to the design bearing capacity, and the length of the cast-in-place pile is greater than that of the prestressed pipe pile.
3. A construction method of a cast-in-place pile-prestressed pipe pile composite pile is characterized by comprising the following steps: the method comprises the steps of firstly, placing a pile casing and then forming a hole, then, hoisting a reinforcement cage of a cast-in-place pile into the hole and exposing the pile casing, placing a temporary rod penetrating through the reinforcement cage on the top surface of the pile casing, supporting the reinforcement cage on the pile casing through the temporary rod, hoisting a prestressed pipe pile with the same diameter as the cast-in-place pile into the hole, arranging a circle of downwards extending reserved steel bars at the bottom end of the prestressed pipe pile, arranging a circle of upwards extending anchoring steel bars at the top end of the reinforcement cage, butting and welding and fixing the reserved steel bars and the anchoring steel bars to form a joint part, then, hoisting the prestressed pipe pile and the reinforcement cage, taking away the temporary rod, adjusting a pile body to be vertical, fixing the pile body with the pile casing, then, putting down a guide pipe, penetrating the guide pipe through the prestressed pipe pile to enter the bottom of the reinforcement cage, pouring concrete through the guide pipe, gradually lifting the guide pipe during pouring, and adopting micro-expansion concrete with the same grade as that of the pile part and the cast-in-place pile.
4. The construction method of the cast-in-place pile-prestressed pipe pile composite pile according to claim 1, characterized in that: the two sides of the top of the prestressed pipe pile are provided with hanging rings, when the prestressed pipe pile is lifted, a lifting hook of lifting equipment hooks the lantern ring, the lantern ring is simultaneously connected with one ends of the two steel wire ropes, and the other ends of the two steel wire ropes are respectively connected with the hanging rings on the two sides.
5. The construction method of the cast-in-place pile-prestressed pipe pile composite pile according to claim 1, characterized in that: the concrete protective layer of the cast-in-place pile is slightly thicker than that of the prestressed pipe pile.
6. The construction method of the cast-in-place pile-prestressed pipe pile composite pile according to claim 1, characterized in that: the guide pipe is manufactured in advance according to the inner diameter of the prestressed pipe pile, and the outer diameter of the guide pipe is close to the inner diameter of the prestressed pipe pile as far as possible under the condition that the guide pipe can freely move up and down.
7. The construction method of the cast-in-place pile-prestressed pipe pile composite pile according to claim 1, characterized in that: when in pore-forming, dry operation pore-forming or slurry wall protection pore-forming is selected according to geological conditions.
8. The construction method of the cast-in-place pile-prestressed pipe pile composite pile according to claim 1, characterized in that: when the pile body is adjusted, manual auxiliary centering is adopted, and the verticality is observed through the hanging hammer.
9. The construction method of the cast-in-place pile-prestressed pipe pile composite pile according to claim 1, characterized in that: and during pouring, the height of the liquid level of the concrete is fed back through the measuring rope.
10. The construction method of the cast-in-place pile-prestressed pipe pile composite pile according to claim 1, characterized in that: the temporary rods are reinforcing steel bars which are arranged in a crossed mode.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110724871.8A CN113417281A (en) | 2021-06-29 | 2021-06-29 | Cast-in-place pile-prestressed pipe pile composite pile and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110724871.8A CN113417281A (en) | 2021-06-29 | 2021-06-29 | Cast-in-place pile-prestressed pipe pile composite pile and construction method thereof |
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| Publication Number | Publication Date |
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| CN113417281A true CN113417281A (en) | 2021-09-21 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202110724871.8A Pending CN113417281A (en) | 2021-06-29 | 2021-06-29 | Cast-in-place pile-prestressed pipe pile composite pile and construction method thereof |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116537244A (en) * | 2023-07-06 | 2023-08-04 | 交通运输部公路科学研究所 | Combined underwater bridge Liang Zhuangji and construction method thereof |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107859036A (en) * | 2017-10-26 | 2018-03-30 | 湖北工业大学 | A kind of in-situ deposited prefabricated combining structure stake and its construction method suitable for karst region |
| CN109113055A (en) * | 2018-08-30 | 2019-01-01 | 福建群达工程建设有限公司 | The construction method of composite pile |
| CN112281845A (en) * | 2020-09-23 | 2021-01-29 | 中交二公局第三工程有限公司 | Installation fixing and verticality adjusting integrated device for overlong pile foundation reinforcement cage |
-
2021
- 2021-06-29 CN CN202110724871.8A patent/CN113417281A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107859036A (en) * | 2017-10-26 | 2018-03-30 | 湖北工业大学 | A kind of in-situ deposited prefabricated combining structure stake and its construction method suitable for karst region |
| CN109113055A (en) * | 2018-08-30 | 2019-01-01 | 福建群达工程建设有限公司 | The construction method of composite pile |
| CN112281845A (en) * | 2020-09-23 | 2021-01-29 | 中交二公局第三工程有限公司 | Installation fixing and verticality adjusting integrated device for overlong pile foundation reinforcement cage |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116537244A (en) * | 2023-07-06 | 2023-08-04 | 交通运输部公路科学研究所 | Combined underwater bridge Liang Zhuangji and construction method thereof |
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Application publication date: 20210921 |
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