A sleeve type splicing structure and a construction process thereof

Abstract

The present application relates to a kind of sleeve type splicing structure and its construction technology, sleeve type splicing structure includes the first prefabricated pipe pile extending to below ground, and for the second prefabricated pipe pile located below the first prefabricated pipe pile, the axis of the first prefabricated pipe pile and the second prefabricated pipe pile is parallel and extends along the height direction, the second prefabricated pipe pile is inserted into the inner ring of the first prefabricated pipe pile and extends upward, the inner ring of the first prefabricated pipe pile and the inner ring of the second prefabricated pipe pile are filled with concrete.The construction technology of the present application divides pile foundation into segments, i.e., the first prefabricated pile and the second prefabricated pile, and the first prefabricated pile and the second prefabricated pile are constructed separately, which reduces the construction difficulty;It solves the problem that if the pile with large bearing capacity is spliced by welding or mechanical connection structure, it cannot be driven to the design required elevation due to the limited weight of hammer.

Description

Technical Field

[0001] This invention belongs to the field of pile foundations and is mainly used in pile foundation scenarios where the bearing capacity of a single pile is insufficient and it is necessary to increase the pile length or pile diameter to increase the bearing capacity. Background Technology

[0002] With the widespread use of precast pile foundations in civil buildings, the power industry, and industrial plants, especially in some special geological and scenario situations, their advantages are irreplaceable by other foundation forms. For example, in areas with abundant groundwater resources and soft soil layers, the use of precast pile foundations can reduce on-site dewatering measures and foundation replacement work.

[0003] However, since precast piles are manufactured in a factory, the pile length design must take transportation into account, and a single pile generally cannot exceed 12m. In some projects, even if the diameter of the precast pile foundation is large enough, a length of 12m may still not meet the bearing capacity requirements, necessitating pile splicing to ensure the safe operation of the project.

[0004] However, the current precast pile foundations have poor bearing capacity, and the hammer-driven pile foundations are difficult to construct, requiring a high weight of the pile hammer during pile driving. Summary of the Invention

[0005] To address the shortcomings of existing technologies, this invention provides a sleeve-type pile splicing structure and its construction process, which not only increases the bearing capacity of the pile foundation but also reduces the difficulty of hammer-driven pile foundation construction. Furthermore, the two-stage construction reduces the weight requirements for the pile hammer.

[0006] The present invention is achieved through the following technical solution: a sleeve-type pile structure, including a first precast pipe pile extending below the ground and a second precast pipe pile located below the first precast pipe pile. The axes of the first and second precast pipe piles are parallel and extend along the height direction. The second precast pipe pile extends upward and is inserted into the inner ring of the first precast pipe pile. The inner rings of both the first and second precast pipe piles are filled with concrete.

[0007] The present invention enhances the bearing capacity of the precast pile foundation by connecting the first and second precast pipe piles with concrete. The two-stage construction with two precast piles reduces the weight requirements of the pile hammer and also reduces the difficulty of hammer-driven pile foundation construction.

[0008] Preferably, a second steel ring located inside the first precast pipe pile is fitted onto the outer circumference of the second precast pipe pile, and a protruding key extending into the inner ring of the first precast pipe pile is fixedly connected to the outer circumference of the steel ring.

[0009] This preferred solution enhances the contact area between the second precast pipe pile and the concrete by setting a convex key, thereby increasing the connection strength.

[0010] Preferably, the key also has a through hole extending through it along its height. This preferred embodiment enhances the contact area between the second precast pipe pile and the concrete, thereby increasing the connection strength.

[0011] Preferably, the inner ring of the first precast pipe pile has grooves evenly distributed along its circumference and adapted to the protruding key. This preferred embodiment enhances the connection strength between the concrete and the first and second precast piles through the matching of the grooves and the protruding key.

[0012] Preferably, the first precast pipe pile extends above the ground, and a drainage hole is provided on the first precast pipe pile that extends radially and communicates with the inner ring of the first precast pipe. A first steel ring located above the bottom surface is also fitted on the first precast pipe pile. A drainage steel pipe adapted to its inner diameter is provided in the drainage hole. The drainage steel pipe extends into the drainage hole after passing through the first steel ring.

[0013] This preferred solution, through the setting of drainage holes, facilitates the outflow of excess water during concrete pouring. At the same time, the setting of the first steel ring and drainage steel pipe enhances the strength of the first precast pipe pile and the drainage holes.

[0014] Preferably, the first and second precast pipe piles are arranged coaxially. This preferred embodiment ensures the bearing capacity of the foundation through coaxial arrangement.

[0015] A construction method for a sleeve-type pile splicing structure includes the following steps:

[0016] a. Drilling holes into the ground. The diameter of the drilling holes is larger than that of the first diameter precast pipe pile. The drilling depth is 1~1.5m. The drilling holes are used to position the first diameter precast pipe pile before pile driving.

[0017] b. Place the first precast pipe pile in the swivel hole and use a pile hammer to ram the first precast pipe pile to the design elevation position according to the design requirements. Ensure the verticality of the first precast pipe pile during the pile driving process.

[0018] c. Using a rotary head with a diameter smaller than the inner diameter of the first precast pipe pile, remove all the soil from the inner core of the first precast pipe pile, extending the excavation depth to 25-35cm below the first precast pile to form an excavation hole:

[0019] d. Rinse the inner ring of the first precast pipe pile 1 with clean water to wash away the mud in the inner ring of the first precast pipe pile, and let it stand for a period of time to allow the mud to settle into the excavation hole.

[0020] e. Place the second precast pipe pile into the ground from the inner ring of the first precast pipe pile, so that the bottom surface of the second precast pipe pile reaches the bottom surface of the excavation hole, and set the second precast pipe pile and the first precast pipe pile on the same axis. Then hammer the second precast pipe pile to make it reach the design elevation position according to the design requirements, and excavate the soil inside the inner ring of the second precast pipe pile.

[0021] f. Then, the guide pipe for pouring fine stone concrete is inserted about 1m away from the bottom surface of the second precast pipe pile. Fine stone concrete is injected into the inner ring of the second precast pipe pile and the inner ring of the first precast pipe pile through the guide pipe. During the injection of fine stone concrete, the water in the pile will be discharged from the drainage steel pipe along with the injection of fine stone concrete.

[0022] This construction technique involves segmented construction of the pile foundation, dividing the pile foundation into a first precast pile and a second precast pile, and constructing the first and second precast piles separately, which reduces the construction difficulty.

[0023] The problem of high load-bearing capacity has been solved. If the piles are spliced ​​by welding or mechanical connection before driving, there will be a problem that the piles cannot be driven to the required elevation position due to the limited weight of the hammer.

[0024] The beneficial effects of this invention are as follows: the connection between the first and second precast pipe piles via concrete enhances the bearing capacity of the precast pile foundation; the two-stage construction with two precast piles reduces the weight requirements of the pile hammer and lowers the difficulty of hammer-driven pile foundation construction; the inclusion of protruding keys, perforations, and grooves increases the contact area between the second precast pipe pile and the concrete, thereby increasing the connection strength; the inclusion of drainage holes facilitates the drainage of excess water during concrete pouring, while the inclusion of the first steel ring and drainage steel pipe enhances the strength of the first precast pipe pile and the drainage holes. Attached Figure Description

[0025] Figure 1 This is a schematic diagram of the structure of the present invention;

[0026] Figure 2 for Figure 1 Schematic diagram of the cross section at point AA;

[0027] As shown in the figure:

[0028] 1. First precast pipe pile, 2. Second precast pipe pile, 3. Groove, 4. Second steel ring, 5. Concrete, 6. Drainage steel ring, 7. First steel ring, 8. Convex key. Detailed Implementation

[0029] To clearly illustrate the technical features of this solution, the following detailed implementation method will be used to explain the solution.

[0030] See attached document Figure 1-2 The present invention discloses a sleeve-type pile structure, including a first precast pipe pile 1 extending below the ground and a second precast pipe pile 2 located below the first precast pipe pile 1. The axes of the first precast pipe pile 1 and the second precast pipe pile 2 are collinear and extend along the height direction. The second precast pipe pile 2 extends upward and inserts into the inner ring of the first precast pipe pile 1. The inner rings of the first precast pipe pile 1 and the inner rings of the second precast pipe pile 2 are both filled with concrete 5.

[0031] The second precast pipe pile 2 is fitted with a second steel ring 4 located inside the first precast pipe pile 1 on its outer circumference. The outer circumference of the steel ring is fixed with a protruding key 8 extending into the inner ring of the first precast pipe pile 1. The protruding key 8 is also provided with a through hole that passes through the protruding key 8 along the height direction. The inner ring of the first precast pipe pile 1 is provided with grooves 3 that are evenly arranged along its circumference and are adapted to the protruding key 8.

[0032] The first precast pipe pile 1 extends above the ground, and a drainage hole is also provided on the first precast pipe pile 1 that extends radially and communicates with the inner ring of the first precast pipe. A first steel ring 7 located above the bottom surface is also sleeved on the first precast pipe pile 1. A drainage steel pipe 6 adapted to its inner diameter is provided in the drainage hole. The drainage steel pipe 6 extends into the drainage hole after passing through the first steel ring 7.

[0033] A construction method for a sleeve-type pile splicing structure includes the following steps:

[0034] a. Drilling holes into the ground. The diameter of the drilling holes is larger than that of the first diameter precast pipe pile. The drilling depth is 1~1.5m. The drilling holes are used to position the first diameter precast pipe pile before pile driving.

[0035] b. Place the first precast pipe pile 1 into the swivel hole and use a pile hammer to drive the first precast pipe pile 1 to the design elevation position according to the design requirements. Ensure the verticality of the first precast pipe pile 1 during the pile driving process.

[0036] c. Using a rotary head with a diameter smaller than the inner diameter of the first precast pipe pile 1, remove all the soil from the inner core of the first precast pipe pile 1, extending the excavation depth to 25-35cm below the first precast pile to form an excavation hole:

[0037] d. Rinse the inner ring of the first precast pipe pile 11 with clean water to wash away the mud in the inner ring of the first precast pipe pile 1, and let it stand for a period of time to allow the mud to settle into the excavation hole.

[0038] e. Insert the second precast pipe pile 2 into the ground from the inner ring of the first precast pipe pile 1, so that the bottom surface of the second precast pipe pile 2 reaches the bottom surface of the excavation hole, and set the second precast pipe pile 2 and the first precast pipe pile 1 on the same axis. Then hammer the second precast pipe pile 2 to make the second precast pipe pile 2 compacted to the design elevation position according to the design requirements, and excavate the soil in the inner ring of the second precast pipe pile 2.

[0039] f. Then, the guide pipe for pouring fine stone concrete 5 is inserted about 1m away from the bottom surface of the second precast pipe pile 2. Fine stone concrete 5 is injected into the inner ring of the second precast pipe pile 2 and the inner ring of the first precast pipe pile 1 through the guide pipe. During the injection of fine stone concrete 5, the water in the pile will be discharged from the drainage steel pipe 6 along with the injection of fine stone concrete 5.

[0040] This construction technique involves segmented construction of the pile foundation, dividing the pile foundation into a first precast pile and a second precast pile, and constructing the first and second precast piles separately, which reduces the construction difficulty.

[0041] The problem of high bearing capacity has been solved. If the piles are spliced ​​by welding or mechanical connection structure before driving, there will be a problem that the piles cannot be driven to the required elevation position due to the limited weight of the hammer. At the same time, the connection strength between the concrete 5 and the first and second precast piles is enhanced by the matching setting of groove 3 and convex key.

[0042] Of course, the above description is not limited to the examples above. Technical features not described in this invention can be implemented by or using existing technology, and will not be repeated here. The above embodiments and drawings are only used to illustrate the technical solutions of this invention and are not intended to limit this invention. This invention has been described in detail with reference to preferred embodiments. Those skilled in the art should understand that any changes, modifications, additions or substitutions made by those skilled in the art within the scope of this invention do not depart from the spirit of this invention and should also fall within the scope of protection of the claims of this invention.

Claims

1. A type of sleeve-type pile joint structure, characterized in that: It includes a first precast pipe pile (1) extending below the ground and a second precast pipe pile (2) located below the first precast pipe pile (1). The axes of the first precast pipe pile (1) and the second precast pipe pile (2) are parallel and extend along the height direction. The second precast pipe pile (2) extends upward and inserts into the inner circle of the first precast pipe pile (1). The inner circles of the first precast pipe pile (1) and the inner circles of the second precast pipe pile (2) are both filled with concrete (5). The second precast pipe pile (2) is fitted with a second steel ring (4) located inside the first precast pipe pile (1) on its outer circumference surface. The outer circumference surface of the steel ring is uniformly fixed with protruding keys (8) extending into the inner circle of the first precast pipe pile (1). The key (8) is also provided with a through hole that runs through the key (8) along the height direction; The first precast pipe pile (1) has grooves (3) evenly arranged along its circumference and adapted to the protruding key (8) on its inner ring.

2. The sleeve-type pile connection structure according to claim 1, characterized in that: The first precast pipe pile (1) extends above the ground, and a drainage hole is also provided on the first precast pipe pile (1) extending radially and communicating with the inner circle of the first precast pipe pile. A first steel ring (7) located above the ground is also fitted on the first precast pipe pile (1). A drainage steel pipe (6) adapted to its inner diameter is provided in the drainage hole. The drainage steel pipe (6) extends into the drainage hole after passing through the first steel ring (7).

3. The sleeve-type pile joint structure according to claim 1, characterized in that: The first precast pipe pile (1) and the second precast pipe pile (2) are set coaxially.

4. The construction method of the sleeve-type pile splicing structure according to claim 2, characterized in that, Includes the following steps: a. Drilling holes into the ground. The diameter of the drilling holes is larger than that of the first precast pipe pile, and the drilling depth is 1~1.5m. The drilling holes are used to position the first precast pipe pile before driving the pile. b. Place the first precast pipe pile (1) in the swivel hole and use a pile hammer to drive the first precast pipe pile (1) to the design elevation position according to the design requirements. Ensure the verticality of the first precast pipe pile (1) during the pile driving process. c. Using a drill bit with a diameter smaller than the inner diameter of the first precast pipe pile (1), remove all the soil from the inner core of the first precast pipe pile (1), extending the excavation depth to 25-35cm below the first precast pipe pile to form an excavation hole: d. Rinse the inner ring of the first precast pipe pile (1) with clean water to wash away the soil in the inner ring of the first precast pipe pile (1), and let it stand for a period of time to allow the soil to settle into the excavation hole. e. Place the second precast pipe pile (2) into the ground from the inner ring of the first precast pipe pile (1), so that the bottom surface of the second precast pipe pile (2) reaches the bottom surface of the excavation hole, and set the second precast pipe pile (2) and the first precast pipe pile (1) on the same axis. Then hammer the second precast pipe pile (2) so that the second precast pipe pile (2) is tamped to the design elevation position according to the design requirements, and the soil in the inner ring of the second precast pipe pile (2) is excavated. f. Then, the conduit for pouring fine stone concrete (5) is inserted 1m away from the bottom surface of the second precast pipe pile (2). Fine stone concrete (5) is injected into the inner ring of the second precast pipe pile (2) and the inner ring of the first precast pipe pile (1) through the conduit. During the injection of fine stone concrete (5), the water in the pile will be discharged from the drainage steel pipe (6) along with the injection of fine stone concrete (5).

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