An anti-pulling pile and a construction method thereof

Abstract

The application discloses an anti-pulling pile, which comprises a pile end carrier and a pile body, the pile end carrier and the pile body are integrally formed by pouring concrete in a pile hole underground, and form a single pile body, a steel reinforcement cage is arranged in the single pile body, a plurality of radial framework structures are rotatably installed on the surface of the steel reinforcement cage, the radial framework structure comprises a connecting sleeve and a radial rib, the connecting sleeve is rotatably installed on the surface of the steel reinforcement cage, the radial rib is slidably inserted into the connecting sleeve, and concrete slurry is wrapped on the surface of the radial rib to form an anti-pulling protrusion integrated with the single pile body. The pile body is provided with the anti-pulling protrusion, the anti-pulling protrusion is embedded into surrounding soil, the side resistance of the pile is improved, and therefore the side resistance bearing capacity of the pile body is improved. Since the anti-pulling protrusion is formed at the same time when the pile body is poured underground, the structure has high integrity, it is convenient to increase the size of the anti-pulling protrusion to meet the requirement of anti-pulling bearing capacity, and the construction difficulty that the anti-pulling protrusion is attached to the surface of the prefabricated anti-pulling pile and is difficult to be punched into the underground in the prior art is solved.

Description

Technical Field

[0001] This invention relates to the field of anti-tension pile construction technology, and in particular to an anti-tension pile and its construction method. Background Technology

[0002] Piles that withstand vertical uplift forces are called uplift piles. Uplift piles mainly rely on the friction between the pile body and the soil layer to resist axial tensile forces, such as anchor piles and anti-buoyancy piles. For example, in the prior art, patent publication number CN106703022B discloses an uplift pile with surface elastic scales and its construction method, including a foundation pile and surface elastic scales. The foundation pile includes a common section and a reinforcing section connected to the common section. The surface elastic scales are arranged on the outer surface of the reinforcing section. Compared with ordinary uplift piles, this invention has stronger uplift resistance, can effectively reduce pile length, save materials, and reduce project costs. In areas where the bedrock is shallow and the uplift resistance of ordinary piles is insufficient, requiring rock embedding, increasing the uplift resistance can avoid rock embedding construction, reduce construction difficulty, save construction time, and has good overall economic benefits, showing broad application prospects in engineering.

[0003] The above-mentioned scheme increases the surface friction of the pile by adding elastic scales. However, the size and number of elastic scales are limited by the pile diameter, resulting in insufficient bonding between the pile and the surrounding soil and failing to achieve the expected pull-out resistance. If the pull-out bearing capacity of a single pile is increased by increasing the pile diameter and setting more elastic scales, the pile will become large and heavy, which not only wastes materials but also increases the difficulty of construction. Therefore, how to increase the pull-out bearing capacity of the pile within the original size of the pull-out pile has more practical research value. Summary of the Invention

[0004] The purpose of this invention is to address the shortcomings of existing technologies by proposing an anti-uplift pile and its construction method.

[0005] To achieve the above objectives, the present invention adopts the following technical solution:

[0006] An anti-tension pile includes a pile end carrier and a pile body. The pile end carrier and the pile body are integrally formed by concrete pouring in an underground pile hole to form a single pile body. A steel cage is provided in the single pile body. Several radial skeleton structures are rotatably installed on the surface of the steel cage. The radial skeleton structure includes a connecting sleeve and radial bars. The connecting sleeve is rotatably installed on the surface of the steel cage, and the radial bars are slidably inserted into the connecting sleeve.

[0007] After the radial skeleton structure is flipped to the first angle, the entire radial skeleton structure is housed inside the steel cage. After the radial skeleton structure is flipped to the second angle, the radial reinforcement slides and extends to the outside of the steel cage and inserts into the soil inside the pile hole. When pouring the single pile, the radial skeleton structure is flipped to the second angle by the construction components, and the concrete slurry wraps around the surface of the radial reinforcement, forming an anti-pull-out protrusion that is integrated with the single pile.

[0008] Preferably, the reinforcing cage includes hoops and vertical bars, with several hoops and vertical bars fixed together to form a cage-like structure with openings at the top and bottom, and the interior of the reinforcing cage serving as a pouring channel.

[0009] Preferably, the connecting sleeve is rotatably mounted on the surface of the ring stirrup, and several connecting sleeves are rotatably provided on the surface of each ring stirrup.

[0010] Preferably, the radial rib is divided into a straight section and a bent section. The straight section is inserted into the connecting sleeve, and the surface of the straight section is provided with a flattened protrusion. The connecting sleeve is located between the flattened protrusion and the bent section.

[0011] This invention also proposes a construction method for anti-uplift piles, comprising the following specific steps:

[0012] S1. Sinking casing: The steel plate casing is driven into the underground soil using a pile driver, and the soil inside the steel plate casing is excavated.

[0013] S2. Compact the pile end carrier cavity. Excavate the pile end carrier cavity at the bottom of the steel plate casing and compact the inner wall of the pile end carrier cavity. Insert the steel plate casing into the pile end carrier cavity.

[0014] S3. Lower the reinforcing cage. Make the reinforcing cage on the ground and install several radial skeleton structures on the surface of the reinforcing cage. Hoist the made reinforcing cage into the steel plate casing through the opening on the top. The bottom of the reinforcing cage extends into the pile end carrier cavity.

[0015] S4. Unfold the radial skeleton structure. The construction components include connecting rods and cones. The connecting rods and cones are fixedly connected. Before step S3, the cones and connecting rods are placed inside the steel plate casing. After completing step S3, the cones are fixedly connected to the steel plate casing through the connecting rods. The steel plate casing is lifted upward to form an underground pile hole. The steel plate casing drives the cones to move upward. The cones press against the bent parts of the radial reinforcements upward, so that the straight parts of the radial reinforcements are inserted into the soil around the pile hole.

[0016] S5. While lifting the steel plate casing, pour concrete into the upper opening of the steel plate casing until the steel plate casing is completely removed. The concrete fills the underground pile hole and wraps around the steel cage and radial reinforcement to form a single pile.

[0017] The present invention has the following beneficial effects:

[0018] 1. This tension-resistant pile has tension-resistant protrusions on its body. These protrusions are embedded in the surrounding soil to increase the lateral resistance of the pile, thereby improving the lateral resistance bearing capacity of the pile. Since the tension-resistant protrusions are formed at the same time as the pile body is poured underground, the structure has strong integrity. This facilitates increasing the size of the tension-resistant protrusions to meet the requirements of tension bearing capacity, and solves the construction problem of existing precast tension-resistant piles with protrusions on the surface that are difficult to drive into the ground.

[0019] 2. This tension pile utilizes radial reinforcement bars that rotate and slide on the reinforcing cage. When the straight portion of the radial reinforcement bars extends slightly beyond the outer side of the cage, the bars are rotated to a horizontal position. Then, under the pressure of the cone, the radial reinforcement bars extend outward and insert into the soil. This method solves the problem of the radial reinforcement bars being difficult to unfold within the pile hole, allowing for larger dimensions. While maintaining the original tension pile dimensions, the size of the tension protrusion is increased, expanding the area of ​​soil friction resistance in the pile body, improving the lateral resistance bearing capacity of a single pile, saving materials, reducing costs, and making it economical and reasonable with a significantly improved overall cost-effectiveness.

[0020] 3. This method for constructing tension piles optimizes the steps of steel cage fabrication and radial skeleton structure deployment, making it as compatible as possible with existing tension pile construction techniques, improving tension resistance, reducing construction difficulty, and facilitating market promotion. Attached Figure Description

[0021] Figure 1 This is a schematic diagram of the (underground) steel plate casing and reinforcing cage structure of the present invention;

[0022] Figure 2 This is a schematic diagram of a partial orthogonal section of the pile body proposed in this invention;

[0023] Figure 3 This is a schematic diagram showing the state of the radial ribs inside the steel plate casing proposed in this invention;

[0024] Figure 4 This is a schematic diagram of the soil condition in the pile hole for radial reinforcement insertion proposed in this invention;

[0025] Figure 5 for Figure 4 Enlarged schematic diagram of the structure at point A in the diagram;

[0026] Figure 6 The present invention provides a schematic diagram of the steel cage structure (front view and top view).

[0027] In the diagram: 1. Pile body, 2. Reinforcing cage, 3. Connecting sleeve, 4. Radial reinforcement, 5. Pull-out protrusion, 6. Ring stirrup, 7. Vertical reinforcement, 8. Straight section, 9. Bending section, 10. Flattened protrusion, 11. Steel plate casing, 12. End carrier cavity, 13. Connecting rod, 14. Cone, 15. Guide groove, 16. Casting cavity, 17. Soil in pile hole, 18. Horizontal beam.

[0028] Note: Figure 1 , 2 In 3, 4, and 5, the vertical bars of the steel cage are not shown. Detailed Implementation

[0029] The technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings of the embodiments of the present invention. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments.

[0030] In the description of this invention, it should be understood that the terms "upper", "lower", "front", "rear", "left", "right", "top", "bottom", "inner", "outer", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0031] Reference Figure 1-6 An anti-tension pile includes a pile end carrier and a pile body 1. The pile end carrier and the pile body 1 are integrally formed by concrete pouring in an underground pile hole to form a single pile body. A steel cage 2 is set in the single pile body. The steel cage 2 includes ring stirrups 6 and vertical bars 7. Several ring stirrups 6 and several vertical bars 7 are tied or welded together with steel wire to form a cage-like structure with openings at the top and bottom. The interior of the steel cage 2 is a pouring channel.

[0032] Several radial skeleton structures are rotatably mounted on the surface of the reinforcing cage 2. The radial skeleton structures include connecting sleeves 3 and radial reinforcement bars 4, see... Figure 6 .

[0033] Specifically, the connecting sleeve 3 is rotatably installed on the surface of the reinforcing cage 2, and the radial reinforcement 4 is slidably inserted into the connecting sleeve 3. The connecting sleeve 3 is rotatably installed on the surface of the annular stirrup 6, and several connecting sleeves 3 are rotatably arranged on the surface of each annular stirrup 6. The radial reinforcement 4 is divided into a straight section 8 and a bent section 9, see... Figure 5 The straight section 8 is inserted into the connecting sleeve 3, so that several radial ribs 4 are arranged in a radial circumferential array around the steel cage 2. The bent part 9 hooks onto the surface of the hoop 6. The surface of the straight section 8 is provided with flattened protrusions 10. The connecting sleeve 3 is located between the flattened protrusions 10 and the bent part 9, so that the radial ribs 4 are not easy to fall off.

[0034] After the radial frame structure is flipped to the first angle, the entire radial frame structure is housed inside the steel cage 2, as shown below. Figure 1 and Figure 3 As shown, the first angle refers to the straight section 8 being tilted.

[0035] After the radial skeleton structure is flipped to the second angle, the radial reinforcement 4 slides and extends to the outside of the steel cage 2, and inserts into the soil inside the pile hole, as shown. Figure 2 and Figure 4 As shown, the second angle refers to the straight section 8 being in a horizontal state. During the pouring of the single pile, the radial skeleton structure is flipped to the second angle using construction components. Concrete grout wraps around the surface of the radial reinforcement 4, forming a pull-out protrusion 5 integrated with the single pile body. See details. Figure 2 .

[0036] The anti-tension pile has anti-tension protrusions 5 on the surface of the pile body 1. The anti-tension protrusions 5 are embedded in the soil 17 of the pile hole to increase the side resistance of the pile, thereby increasing the side resistance bearing capacity of the pile body. While maintaining the original anti-tension pile size, the size of the anti-tension protrusions 5 is increased, the area of ​​soil friction resistance of the pile body is expanded, the side resistance bearing capacity of the single pile body is increased, materials are saved, costs are reduced, and the overall cost-effectiveness is greatly improved.

[0037] Since the pull-out protrusion 5 is formed simultaneously with the underground casting of the pile body 1, the structure has strong integrity and also provides convenience for increasing the size of the pull-out protrusion to meet the pull-out bearing capacity requirements. This solves the construction problem of the precast pull-out piles with protrusions attached to the surface, which are difficult to drive into the ground in the existing technology.

[0038] The construction method for this tension pile includes the following specific steps:

[0039] S1. Sinking the casing: The steel plate casing 11 is driven into the underground soil by a pile driver, and the soil inside the steel plate casing 11 is excavated.

[0040] S2. Tamp the pile end carrier cavity 12. Excavate the pile end carrier cavity 12 at the bottom of the steel plate casing 11 and tamp the inner wall of the pile end carrier cavity 12. Insert the steel plate casing 11 into the pile end carrier cavity 12.

[0041] S3. Lower the steel cage 2. Make the steel cage 2 on the ground and install several radial skeleton structures on the surface of the steel cage 2. Hoist the made steel cage 2 into the steel plate casing 11 through the opening. The bottom of the steel cage 2 extends into the pile end carrier cavity 12.

[0042] It should be noted that the radial frame structure can be installed in two positions. After the radial frame structure is flipped to the first angle, the entire radial frame structure is housed inside the steel cage 2, as shown below. Figure 1 and Figure 3 As shown, the first angle refers to the straight section 8 being in an inclined state, which is hidden inside the steel cage 2, making it convenient to lower the steel cage 2 into the pile hole;

[0043] After the radial skeleton structure is flipped to the second angle, the radial reinforcement 4 slides and extends to the outside of the steel cage 2, and inserts into the soil inside the pile hole, as shown. Figure 2 and Figure 4As shown, the second angle refers to the straight section 8 being in a horizontal state, and this setting provides conditions for subsequent unfolding;

[0044] S4. Unfold the radial skeleton structure. The construction components include connecting rod 13 and frustum 14. Connecting rod 13 and frustum 14 are fixedly connected. Before step S3, frustum 14 and connecting rod 13 are placed inside steel plate casing 11. After completing step S3, crossbeam 18 is fixedly installed at the opening of steel plate casing 11. The top of connecting rod 13 passes through crossbeam 18. Bolts are used to fix the end of connecting rod 13 to crossbeam 18, and the downward extension length of connecting rod 13 is adjustable so that frustum 14 extends out from the lower opening of steel plate casing 11.

[0045] After the cone 14 is fixedly connected to the steel plate casing 11 via the connecting rod 13, the steel plate casing 11 is lifted upwards to form an underground pile hole. The steel plate casing 11 drives the cone 14 to move upwards. The cone 14 presses upwards against the bent portion 9 of the radial reinforcement 4. The bent portion 9 slides along the inner wall of the guide groove 15 on the surface of the cone 14, causing the straight portion 8 of the radial reinforcement 4 to insert into the soil around the pile hole. During this process, the radial reinforcement 4 first flips, so that its straight portion 8 sweeps across the soil 17 of the pile hole, forming a pouring cavity 16. When concrete is poured into the pile hole, pull-out protrusions 5 are formed in the pouring cavity 16 to wrap around the radial reinforcement 4. Figure 4 As shown;

[0046] S5. While lifting the steel plate casing 11, pour concrete into the upper opening of the steel plate casing 11 until the steel plate casing 11 is completely removed. The concrete fills the underground pile hole and wraps around the steel cage 2 and radial reinforcement 4 to form a single pile.

[0047] To meet the construction requirements of step S4, the fabrication method of the reinforcing cage 2 of the pull-out pile has been optimized. For example, in step S3, the installation of the proposed radial skeleton structure has two postures. By setting the radial reinforcement 4 with flipping and sliding expansion on the reinforcing cage 2, when the straight part 8 of the radial reinforcement 4 extends a short distance beyond the outside of the reinforcing cage 2, the radial reinforcement 4 is controlled to flip to a horizontal state. Then, under the pressure of the cone 14, the radial reinforcement 4 extends outward and inserts into the soil 17 of the pile hole. This method solves the problem that the radial reinforcement 6 is difficult to unfold in the pile hole, allowing the size of the radial reinforcement 6 to be made larger, and also making it more convenient to make larger pull-out protrusions 5.

[0048] This method for constructing tension piles involves simultaneously extracting the steel plate casing 11 and pouring concrete, which effectively prevents the pile hole from collapsing. The steps of fabricating the reinforcing cage 2 in step S2 and unfolding the radial skeleton structure in step S4 have been optimized to maximize the adaptation to existing tension pile construction technology, improve tension resistance, reduce construction difficulty, and facilitate market promotion.

[0049] The above description is only a preferred embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any equivalent substitutions or modifications made by those skilled in the art within the scope of the technology disclosed in the present invention, based on the technical solution and inventive concept of the present invention, should be covered within the scope of protection of the present invention.

Claims

1. A tension pile, comprising a pile end carrier and a pile body (1), characterized in that: The pile end carrier and the pile body (1) are integrally formed by concrete pouring in the underground pile hole to form a single pile body. A steel cage (2) is provided in the single pile body. Several radial skeleton structures are rotatably installed on the surface of the steel cage (2). The radial skeleton structure includes a connecting sleeve (3) and radial bars (4). The connecting sleeve (3) is rotatably installed on the surface of the steel cage (2), and the radial bars (4) are slidably inserted in the connecting sleeve (3). After the radial skeleton structure is flipped to the first angle, the radial skeleton structure is housed inside the steel cage (2). After the radial skeleton structure is flipped to the second angle, the radial reinforcement (4) slides and extends to the outside of the steel cage (2) and inserts into the soil inside the pile hole. When pouring the single pile, the radial skeleton structure is flipped to the second angle by the construction components. The concrete slurry wraps around the surface of the radial reinforcement (4) to form a pull-out protrusion (5) that is integrated with the single pile. The radial rib (4) is divided into a straight part (8) and a bent part (9). The straight part (8) is inserted into the connecting sleeve (3). The surface of the straight part (8) is provided with a flattened protrusion (10). The connecting sleeve (3) is located between the flattened protrusion (10) and the bent part (9). The construction component includes a connecting rod (13) and a cone (14), which are fixedly connected. The cone (14) has a guide groove (15) on its surface and is fixedly connected to the steel plate casing (11) through the connecting rod (13). The steel plate casing (11) is lifted upward, and the bent part (9) slides along the inner wall of the guide groove (15) on the surface of the cone (14), so that the straight part (8) of the radial reinforcement (4) is inserted into the soil around the pile hole.

2. The anti-tension pile according to claim 1, characterized in that: The steel cage (2) includes hoops (6) and vertical bars (7). Several hoops (6) and several vertical bars (7) are fixed together to form a cage-like structure with openings at the top and bottom. The interior of the steel cage (2) is a pouring channel.

3. The anti-tension pile according to claim 2, characterized in that: The connecting sleeve (3) is rotatably installed on the surface of the ring stirrup (6), and several connecting sleeves (3) are rotatably provided on the surface of each ring stirrup (6).

4. A construction method for an anti-tension pile, using an anti-tension pile as described in any one of claims 1-3, characterized in that, The specific steps include the following: S1. Sink the steel plate casing (11), drive the steel plate casing (11) into the underground soil using a pile driver, and excavate the soil inside the steel plate casing (11); S2. Compact the pile end carrier cavity (12). Dig out the pile end carrier cavity (12) at the bottom of the steel plate casing (11), compact the inner wall of the pile end carrier cavity (12), and insert the steel plate casing (11) into the pile end carrier cavity (12). S3. Lower the steel cage (2), make the steel cage (2) on the ground, and install several radial skeleton structures on the surface of the steel cage (2). The steel cage (2) is hoisted into the steel plate casing (11) through the opening. The bottom of the steel cage (2) extends into the pile end carrier cavity (12). S4. Unfold the radial skeleton structure. Before step S3, first put the cone (14) and connecting rod (13) into the steel plate casing (11). After completing step S3, fix the cone (14) to the steel plate casing (11) through the connecting rod (13), lift the steel plate casing (11) upward to form an underground pile hole. The steel plate casing (11) drives the cone (14) to move upward. The cone (14) presses against the bent part (9) of the radial reinforcement (4) upward, so that the straight part (8) of the radial reinforcement (4) is inserted into the soil around the pile hole. S5. While lifting the steel plate casing (11), pour concrete into the upper opening of the steel plate casing (11) until the steel plate casing (11) is completely pulled out. The concrete fills the underground pile hole and wraps around the steel cage (2) and radial reinforcement (4) to form a single pile.

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