CN214832605U

CN214832605U - Uplift pile

Info

Publication number: CN214832605U
Application number: CN202120755853.1U
Authority: CN
Inventors: 彭桂皎; 彭樱; 陈海同; 谭燕姬; 李华源; 陈宋斌
Original assignee: Zhuo Dian Design Hainan Co ltd; Zhuodian Robot Hainan Co ltd; Hainan Zhuodian High Technology Development Co ltd
Current assignee: Zhuo Dian Design Hainan Co ltd; Zhuodian Robot Hainan Co ltd; Hainan Zhuodian High Technology Development Co ltd
Priority date: 2021-04-14
Filing date: 2021-04-14
Publication date: 2021-11-23
Anticipated expiration: 2031-04-14

Abstract

The utility model provides an uplift pile relates to pile foundation construction technical field. The uplift pile comprises a concrete pile body, wherein a reinforcement cage is arranged in the pile body; the steel reinforcement cage comprises a plurality of main steel reinforcements extending along the length direction of the steel reinforcement cage, a sleeve is sleeved outside each main steel reinforcement and is used for isolating the main steel reinforcements from concrete of the pile body; reinforcing bar cage and pile body all include top and bottom, and the bottom of reinforcing bar cage is provided with anchor assembly, and wherein one end of a plurality of main reinforcing bars is fixed on anchor assembly after all passing the sleeve pipe, and anchor assembly is fixed in the bottom of pile body. The utility model provides an uplift pile keeps apart the concrete of main reinforcement and pile body through the sleeve pipe, can make the pulling force that the uplift pile received mainly undertake by the strong and good main reinforcement of ductility of stretching resistance to prevent that the concrete of pile body from because of bearing the pulling force fracture, consequently the utility model discloses an increase the sleeve pipe and can prevent the concrete fracture, not only the work progress is simple and the cost is lower.

Description

Uplift pile

Technical Field

The utility model belongs to the technical field of pile foundation construction technique and specifically relates to an uplift pile is related to.

Background

The uplift pile is a pile which is driven to counteract the buoyancy generated by water in soil on the underground structure of the construction engineering when the underground structure of the construction engineering has a part lower than the water level of surrounding soil. The uplift pile generally resists the buoyancy of underground water by the friction force between the pile body and the soil body and the self weight of the pile body, and bears the tensile force by the longitudinal main reinforcement of a reinforcement cage in the pile body, wherein the pile body is usually made of curable materials such as concrete, cement paste and the like, and the cracking resistance of the concrete pile body in a tensile state is used as an important control index of the uplift pile.

The stress state of the uplift pile in practical application is shown in fig. 1, wherein the solid line arrow in fig. 1 represents the floating load borne by the uplift pile, and the dotted line arrow represents the anti-floating counter force of the uplift pile. The uplift pile and the building bottom plate are generally connected through the longitudinal main rib, the water buoyancy can apply lifting force to the building bottom plate, and then the building bottom plate can generate pulling force to the longitudinal main rib. Because the modulus of the steel bar is far different from that of the concrete, the tensile resistance and the ductility of the steel bar are far larger than those of the concrete, when the uplift pile is subjected to the buoyancy of underground water, the situation that the concrete of the pile body already bears the load exceeding the tensile strength of the concrete when the longitudinal main bar 1' in the pile body is still in the extension period and does not mainly bear tensile work easily occurs, the tensile capacity of the concrete is far smaller than the compressive capacity of the concrete, and then the concrete cracks under the tensile state of the pile body to exceed the standard requirement, so that the safety of a building (structure) is influenced.

To address the above problems, the prior art methods typically increase the longitudinal main reinforcement content of the steel reinforcement cage of the pile or apply pre-stressed reinforcement to the longitudinal main reinforcement of the steel reinforcement cage. However, increasing the longitudinal main reinforcement content is economically costly, and the prestressed reinforcement not only needs to stretch the reinforcement to form the prestressed reinforcement, but also needs to adopt a large number of anchorage devices and other workpieces to fix the reinforcement, so that the construction process is complex and the economic cost is also high.

SUMMERY OF THE UTILITY MODEL

An object of the utility model is to provide an uplift pile to alleviate the pile body concrete fracture that exists among the prior art for producing in solving the uplift pile use and exceed the problem that standardizes the requirement, current method is the vertical main muscle content of the steel reinforcement cage that adds the stake usually or uses the prestressing steel to the vertical main muscle of steel reinforcement cage, nevertheless above-mentioned method economy consumes great technical problem.

In a first aspect, the utility model provides an uplift pile, which comprises a concrete pile body, wherein a reinforcement cage is arranged in the pile body;

the reinforcement cage comprises a plurality of main reinforcements extending along the length direction of the reinforcement cage, a sleeve is sleeved outside each main reinforcement, and the sleeve is used for isolating the main reinforcements from concrete of the pile body;

the steel reinforcement cage with the pile body all includes top and bottom, the bottom of steel reinforcement cage is provided with anchor assembly, and is a plurality of wherein one end of main reinforcement all passes sleeve pipe after-fixing is in on the anchor assembly, just anchor assembly is fixed in the bottom of pile body.

In an alternative embodiment, there is a gap between the outer wall of the primary rebar and the inner wall of the sleeve.

In an optional embodiment, the pile further comprises a hollow cylindrical first protruding part, and the first protruding part is sleeved and fixed on the outer wall of the bottom end of the pile body.

In an optional embodiment, the pile further comprises a hollow cylindrical second protruding part, the second protruding part is sleeved and fixed on the pile body, and the second protruding part is located between the top end and the bottom end of the pile body.

In an alternative embodiment, the second protruding part is a plurality of second protruding parts, and the second protruding parts are arranged at intervals along the axial direction of the pile body.

In an alternative embodiment, the outer wall of the pile body is provided with a first spiral protrusion extending spirally along the length direction of the pile body.

In an alternative embodiment, the first spiral protrusion extends from the bottom end of the pile body to the top end of the pile body.

In an optional embodiment, from the bottom end to the top end of the pile body, the pile body is sequentially divided into a threaded section and a smooth section, and the first spiral protrusion is arranged on the threaded section of the pile body.

In an optional embodiment, the outer wall of the pile body is provided with a second spiral protrusion spirally extending along the length direction of the pile body, the turning direction of the first spiral protrusion is opposite to that of the second spiral protrusion, and the first spiral protrusion and the second spiral protrusion are arranged between the top end and the bottom end of the pile body in a staggered manner.

In an alternative embodiment, the pile body is divided into a forward threaded section, a reverse threaded section and a straight rod section from the bottom end to the top end of the pile body in sequence;

the first spiral protrusion is arranged on the forward thread section of the pile body, and the second spiral protrusion is arranged on the reverse thread section of the pile body.

The utility model provides an uplift pile includes concrete system pile body, installs the steel reinforcement cage in the pile body. The steel reinforcement cage includes a plurality of main reinforcing bars that extend along its length direction, all has cup jointed the sleeve pipe outward for every main reinforcing bar, and the sleeve pipe is used for keeping apart the concrete of main reinforcing bar and pile body. Reinforcing bar cage and pile body all include top and bottom, and the bottom of reinforcing bar cage is provided with anchor assembly, and wherein one end of a plurality of main reinforcing bars is fixed on anchor assembly after all passing the sleeve pipe, and anchor assembly is fixed in the bottom of pile body. The utility model provides an uplift pile is when receiving the pulling force, and the sleeve pipe can keep apart the concrete of main reinforcement and pile body to make the pulling force that the uplift pile received mainly undertake by the strong and good main reinforcement of ductility of stretching resistance, and the concrete of pile body then can not receive the pulling force, thereby makes the concrete be difficult for the fracture. And the anchor assembly at the bottom end of the pile body can play a role in fixing the main reinforcing steel bar, and can generate upward pressure on the concrete of the pile body when the main reinforcing steel bar is pulled, and the downward pressure caused by the building on the top of the pile is matched at the moment, so that the concrete of the pile body is changed from being pulled to being pressed, and the concrete can be further prevented from cracking.

Compared with the prior art, the utility model provides an uplift pile can prevent the concrete fracture through increasing the sleeve pipe, does not need to increase reinforcing bar content or adopts the prestressing steel, because the sleeve pipe only plays the isolation, therefore the sleeve pipe can adopt lower plastic tubing of cost or rubber tube, compares in increasing reinforcing bar content cost lower, compares in adopting prestressing steel construction simpler, the cost is also lower.

Drawings

In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the embodiments or the technical solutions in the prior art will be briefly described below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to these drawings without creative efforts.

Fig. 1 is a schematic structural view of a conventional uplift pile;

fig. 2 is a schematic structural view of an uplift pile provided in an embodiment of the present invention;

fig. 3 is a schematic structural diagram of an anchoring member, a sleeve and a main reinforcing bar according to an embodiment of the present invention;

fig. 4 is a schematic structural view of an uplift pile provided with a first spiral protrusion according to an embodiment of the present invention;

fig. 5 is another schematic structural diagram of an uplift pile provided with a first spiral protrusion according to an embodiment of the present invention;

fig. 6 is a schematic structural view of an uplift pile provided with a first spiral protrusion and a second spiral protrusion according to an embodiment of the present invention;

fig. 7 is another schematic structural diagram of an uplift pile provided with first spiral protrusions and second spiral protrusions according to an embodiment of the present invention.

Icon: 1' -longitudinal main ribs; 1-pile body; 2-a reinforcement cage; 20-main reinforcement; 21-a sleeve; 3-an anchor member; 4-a first protruding member; 5-a second projection; 6-first spiral protrusions; 7-second spiral projection.

Detailed Description

In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all, embodiments of the present invention. The components of embodiments of the present invention, as generally described and illustrated in the figures herein, may be arranged and designed in a wide variety of different configurations.

Thus, the following detailed description of the embodiments of the present invention, presented in the accompanying drawings, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative efforts belong to the protection scope of the present invention.

Some embodiments of the present invention will be described in detail below with reference to the accompanying drawings. The embodiments described below and the features of the embodiments can be combined with each other without conflict.

Example (b):

as shown in fig. 2 to 7, the uplift pile provided by the present embodiment includes a concrete pile body 1, and a reinforcement cage 2 is installed in the pile body 1. The reinforcement cage 2 comprises a plurality of main reinforcements 20 extending along the length direction of the reinforcement cage, a sleeve 21 is sleeved outside each main reinforcement 20, and the sleeve 21 is used for isolating the main reinforcements 20 from the concrete of the pile body 1. Reinforcing cage 2 and pile body 1 all include top and bottom, as shown in fig. 3, and the bottom of reinforcing cage 2 is provided with anchor assembly 3, and wherein one end of a plurality of main reinforcing bars 20 is all fixed on anchor assembly 3 after passing sleeve pipe 21, and anchor assembly 3 is fixed in the bottom of pile body 1.

The main reinforcements 20 are longitudinal main reinforcements in the existing reinforcement cage, and are usually a plurality of longitudinal main reinforcements distributed around the reinforcement cage at intervals in the circumferential direction of the reinforcement cage.

The anchoring member 3 may be an existing anchoring disk, and the main reinforcing bar 20 may be fixed to the anchoring disk by means of screw connection or the like.

The stress state of the uplift pile provided by the embodiment when the uplift pile is subjected to upward tension caused by the uplift force of the groundwater is shown in fig. 2 and 4-7, solid arrows in fig. 2 and 4-7 represent the uplift load borne by the uplift pile, and dotted arrows represent the uplift reaction force of the uplift pile. It can be seen by comparing fig. 1 and fig. 2 that, compared with the existing uplift pile, the uplift pile provided by the present embodiment can isolate the main steel bar 20 from the concrete of the pile body 1 when the uplift pile is subjected to the upward pulling force caused by the upper buoyancy of the groundwater, so that the pulling force applied to the uplift pile is mainly borne by the main steel bar 20 with strong tensile force and excellent ductility, and the concrete of the pile body 1 is not subjected to the pulling force, thereby enabling the concrete not to crack easily. Among them, in order to make the sleeve 21 have a good isolation function, the sleeve 21 is preferably made of a non-metal material in the present embodiment.

Furthermore, the anchoring piece 3 at the bottom end of the pile body 1 can not only play a role in fixing the main steel bar 20, but also can generate pressure on the concrete of the pile body 1 when the main steel bar 20 is pulled, so that the concrete of the pile body 1 is changed from being pulled into being pressed, and the concrete is further prevented from cracking. Simultaneously, the bottom of the steel reinforcement cage 2 of the uplift pile that this embodiment provided can be fixed in the bottom of pile body 1 through anchor assembly 3 to guarantee the structural stability and the intensity of this uplift pile, satisfy current construction specification requirement.

In addition, since the main steel bar 20, the sleeve 21 and the anchor member 3 of the uplift pile provided by the embodiment are integrated on the steel reinforcement cage 2, a post-inserted-steel-bar pile forming process can be adopted when the uplift pile is constructed and manufactured. The post-dowel steel pile forming process comprises the following construction steps: firstly, a hollow drilling tool is adopted to dig out a pile hole underground in a rotary mode, then the drilling tool is lifted up, concrete is pumped into the drilling tool, the pile hole filled with the concrete can be formed after the drilling tool is lifted up, and finally the reinforcement cage 2 is inserted into the concrete. It should be noted that, even though the drilling tool is always in a state of rotating in the pile hole during the pile-forming process of the post-rebar-insertion pile-forming process, and the drilling tool is squeezed to fill the diameter of the pile hole, the main rebar 20, the sleeve 21 and the anchoring part 3 of the uplift pile provided by the embodiment are integrated on the reinforcement cage 2, and the reinforcement cage 2 needs to be inserted into concrete after the drilling tool is lifted, so that the uplift pile of the embodiment has no influence on the original post-rebar-insertion process steps, and can be used in the post-rebar-insertion pile-forming process.

Compared with the post-grouting pile-forming process (firstly inserting the steel bars into the pile holes and then grouting the pile holes), the post-inserting steel bar pile-forming process has the characteristics of no need of mud for wall protection, no need of hole cleaning, no sediment at the bottom of the holes for influencing building settlement, rapidness and environmental protection, so that the uplift pile of the embodiment also has the advantages of rapidness and environmental protection in the construction process.

Compared with the prior art, the uplift pile provided by the embodiment can prevent concrete from cracking by adding the sleeve 21, the steel bar content does not need to be increased or prestressed steel bars do not need to be adopted, and the sleeve 21 can be a plastic pipe or a rubber pipe with lower cost due to the isolation effect of the sleeve 21, so that the cost is lower compared with the cost for increasing the steel bar content; compared with the prestressed reinforcement, the sleeve 21 does not need to adopt a large number of anchorage devices and other workpieces, so that the construction is more convenient and the cost is lower.

Further, there is a gap between the outer wall of the main reinforcement 20 and the inner wall of the sleeve 21.

When a gap is formed between the outer wall of the main steel bar 20 and the inner wall of the sleeve 21, the sleeve 21 has a better separation effect on the main steel bar 20 and the concrete of the pile body 1, and the sleeve 21 is easily sleeved outside the main steel bar 20. Therefore, the present embodiment preferably has a gap between the outer wall of the main reinforcement 20 and the inner wall of the sleeve 21.

The end of the main steel bar 20 far from the bottom end of the steel bar cage 2 can penetrate through the top end of the pile body 1 and then be connected with steel bars of upper buildings (such as bridges, houses and the like) above the uplift pile. The length of the sleeve 21 may be greater than the distance between the top end and the bottom end of the pile body 1, and at this time, the end of the sleeve 21 close to the bottom end of the reinforcement cage 2 may be abutted or fixed to the anchoring member 3, and the other end may extend above the top end of the pile body 1 and be fixed in the concrete of the superstructure.

As shown in fig. 2, 4-7, the uplift pile provided by this embodiment may further include a hollow cylindrical first protruding member 4, and the first protruding member 4 is sleeved and fixed on the outer wall of the bottom end of the pile body 1.

The diameter of the pile body 1 close to the bottom end portion can be enlarged by the first protruding part 4, so that the friction force between the pile side and the soil body is increased, and as can be seen from a dotted arrow at the first enlarged part shown in fig. 2, the upper surface of the first protruding part 4 can move the pressing-down counter force caused by the self weight of the soil body to resist the pulling-up load caused by the underground water, at this time, the friction stress between the pile body 1 and the soil body can be converted into the shearing stress and the friction stress by the first protruding part 4, so that the combining capability between the pile body 1 and the soil body is improved, and therefore, compared with the existing smooth straight pile only having the friction stress between the pile body 1 and the soil body, the uplift resistance of the uplift pile provided by the embodiment can be further improved by the first protruding part 4.

It can be seen that the uplift pile provided by the embodiment can not only improve the anti-cracking capability of the pile body 1 through the sleeve 21, but also can significantly improve the uplift capability through the first protruding part 4.

The enlarged diameter portion of the pile hole corresponding to the first protruding member 4 may be formed by repeatedly lifting a down-hole drill (lifting and lowering). After the concrete is poured into the pile hole, the concrete fills the enlarged diameter portion of the pile hole, thereby forming the first protrusion 4.

As shown in fig. 4-7, the uplift pile provided by this embodiment further includes a hollow cylindrical second protruding part 5, the second protruding part 5 is sleeved and fixed on the pile body 1, and the second protruding part 5 is located between the top end and the bottom end of the pile body 1.

The second projecting member 5 is constructed in the same process as the first projecting member 4, and the second projecting member 5 may be formed by repeating the raising and lowering of the drill.

In addition, the working principle of the second protruding part 5 is the same as that of the first protruding part 4, as can be seen from the dotted arrow at the second enlarged part shown in fig. 4-7, the upper surface of the second protruding part 5 can also move the pressing-down counter force caused by the self weight of the soil body to resist the pulling-up load caused by the groundwater, so that the uplift pile provided by this embodiment can further improve the uplift capacity of the pile body 1 and the stability of the pile body 1 in the soil body through the second protruding part 5.

Further, the second protruding part 5 may be multiple, and multiple second protruding parts 5 are arranged at intervals along the axial direction of the pile body 1.

The second protruding parts 5 are a plurality of protruding parts which can further improve the uplift resistance of the pile body 1. Further, among the plurality of second projecting members 5, the second projecting member 5 adjacent to the first projecting member 4 is also provided at an interval from the first projecting member 4.

In the present embodiment, as shown in fig. 4, 5 and 7, the number of the second projecting members 5 may be one, and as shown in fig. 6, the number of the second projecting members 5 may also be two. The number and the specific position of the second protruding parts 5 are not limited, and the second protruding parts can be selected according to the actually borne floating load of the uplift pile.

Furthermore, the distance between the upper surface and the lower surface of the second protruding part 5 is not limited, and the distance can be selected according to the actually borne floating load of the uplift pile.

As shown in fig. 4-7, the outer wall of the pile body 1 is provided with a first spiral protrusion 6 which extends spirally along the length direction of the pile body 1.

The first spiral protrusion 6 may also increase the friction force between the pile body 1 and the soil body, and as shown by the downward-inclined dotted arrow at the first spiral protrusion 6 in fig. 4-7, the upper surface of the first spiral protrusion 6 may also move the downward-pressing counter force caused by the self weight of the soil body to resist the upward-pulling load caused by the groundwater, so as to convert the friction force between the pile body 1 and the soil body into the shearing force plus the friction force, thereby improving the combining ability between the pile body 1 and the soil body, and compared with the existing smooth straight-rod pile only having the friction force with the soil body, the uplift pile provided in this embodiment may further improve the uplift resistance of the pile body 1 through the first spiral protrusion 6.

In practical application, the first spiral protrusion 6 and the first protrusion member 4 are used in a matching manner, so that the pulling resistance of the pile body 1 can be effectively improved.

The spiral depression portion of the pile hole corresponding to the first spiral protrusion 6 may be formed by rotary drilling a hollow drilling tool having a spiral blade on an outer wall in a certain rotation direction (clockwise or counterclockwise), where it is noted that the spiral blade extends spirally in an axial direction of the drilling tool. After the concrete is poured into the pile hole, the concrete fills the spiral depression of the pile hole to form the first spiral protrusion 6.

It should be noted that, as shown in fig. 4, fig. 5 and fig. 6, when the pile body 1 provided in this embodiment is provided with the first protruding part 4, the second protruding part 5 and the first spiral protrusion 6 at the same time, in order to simplify the construction process, the first spiral protrusion 6 may not be provided at the first protruding part 4 and the second protruding part 5, at this time, the first spiral protrusion 6 extends spirally on the pile body 1 with a position of the pile body 1 corresponding to the upper surface of the first protruding part 4 as a starting point, and after the first spiral protrusion 6 extends spirally to the second protruding part 5, the first spiral protrusion 6 continues to extend spirally on the pile body 1 after bypassing the second protruding part 5.

Further, the first spiral protrusion 6 may extend from the bottom end of the pile body 1 to the top end of the pile body 1.

When first spiral protrusion 6 used the bottom of pile body 1 as the starting point and extended to the top of pile body 1, first spiral protrusion 6 was covered on pile body 1, and the uplift pile was the full thread pile this moment, and this full thread pile can play good uplift effect, can be arranged in the higher soil body of groundwater content.

As shown in fig. 5, from the bottom end to the top end of the pile body 1, the pile body 1 is sequentially divided into a threaded section and a smooth section, and the first spiral protrusion 6 is arranged on the threaded section of the pile body 1.

When the first spiral protrusions 6 are arranged on the thread sections of the pile body 1, the first spiral protrusions 6 are only arranged on part of the pile body 1, the uplift pile can be regarded as a half-thread pile, the uplift effect of the half-thread pile is weaker than that of a full-thread pile, and the half-thread pile can be used in soil bodies with slightly lower underground water content.

In this embodiment, the setting range of the first spiral protrusion 6 on the pile body 1 is not limited, and the first spiral protrusion may be fully distributed on the pile body 1, or may be only arranged on a part of the pile body 1, and the setting range of the first spiral protrusion 6 on the pile body 1 may be selected according to the actually-received floating load of the uplift pile.

As shown in fig. 6 and 7, the outer wall of the pile body 1 is provided with a second spiral protrusion 7 which extends spirally along the length direction of the pile body 1, the direction of rotation of the first spiral protrusion 6 is opposite to the direction of rotation of the second spiral protrusion 7, and the first spiral protrusion 6 and the second spiral protrusion 7 are arranged between the top end and the bottom end of the pile body 1 in a staggered manner.

First spiral protrusion 6 and second spiral protrusion 7 are crisscross to be set up between the top and the bottom of pile body 1, first spiral protrusion 6 and second spiral protrusion 7 can form on pile body 1 and revolve to opposite and continuous spiral protrusion, should revolve to opposite and continuous spiral protrusion can have the two nut lock die principle in the positive and negative direction similar to mechanical trade when pile body 1 receives outside dynamic load, can prevent that pile body 1 from appearing the syntropy rotation phenomenon of sinking, have effectively promoted the stability of pile body 1.

Moreover, as can be seen from the downward inclined dotted arrow at the second spiral protrusion 7 shown in fig. 6 and 7, the upper surface of the second spiral protrusion 7 can also move the downward pressing counter force caused by the self weight of the soil body to resist the upward pulling load caused by the groundwater, so that the frictional stress between the pile body 1 and the soil body is converted into the shearing stress and the frictional stress, the combining ability between the pile body 1 and the soil body is improved, and the second spiral protrusion 7 can further improve the uplift resistance of the pile body 1.

It can be seen that the second spiral protrusion 7 is used in cooperation with the first spiral protrusion 6 to further improve the stability of the pile body 1. When being provided with first spiral protrusion 6, second spiral protrusion 7, first protruding piece 4 and second protruding piece 5 simultaneously on pile body 1, the stability of this uplift pile can effectively be guaranteed.

In practical application, the spiral depression of the pile hole corresponding to the second spiral protrusion 7 can be formed by rotary drilling in a certain rotary direction (counterclockwise or clockwise) with a hollow drilling tool having spiral blades on the outer wall, and after concrete is poured into the pile hole, the spiral depression of the pile hole can be filled with the concrete, so that the second spiral protrusion 7 is formed. It should be noted that the rotation direction of the drilling tool when the pile hole at the first spiral protrusion 6 is rotationally dug should be opposite to the rotation direction of the drilling tool when the pile hole at the second spiral protrusion 7 is rotationally dug, and if the drilling tool rotates clockwise when the pile hole at the first spiral protrusion 6 is rotationally dug, the drilling tool rotates counterclockwise when the pile hole at the second spiral protrusion 7 is rotationally dug.

The number of the first spiral protrusions 6 and the number of the second spiral protrusions 7 can be one, at this time, the first spiral protrusions 6 can spirally extend to a certain position of the pile body by taking the bottom end of the pile body 1 as a starting point, and the second spiral protrusions 7 spirally extend to the top end of the pile body 1 by taking the position of the pile body as a starting point.

In practical application, whether the first spiral protrusion 6, the second spiral protrusion 7, the first protrusion part 4 or the second protrusion part 5 are arranged on the pile body 1 or not can be determined according to the actual floating load borne by the uplift pile and the geological condition of the uplift pile construction site.

As shown in fig. 6 and 7, when the pile body 1 provided in this embodiment is provided with the second protruding part 5 and the second spiral protrusion 7 at the same time, in order to simplify the construction process, the second spiral protrusion 7 may not be provided at the second protruding part 5, and after the second spiral protrusion 7 spirally extends to the second protruding part 5, the second spiral protrusion 7 continuously spirally extends on the pile body 1 after bypassing the second protruding part 5.

As shown in fig. 6, the first spiral protrusions 6 and the second spiral protrusions 7 can be fully distributed on the pile body 1, and at this time, the anti-pulling pile is a full-thread pile with forward and reverse directions, and the full-thread pile with forward and reverse directions has high stability and can be used in soil bodies with complex geology.

As shown in fig. 7, from the bottom end to the top end of pile body 1, pile body 1 may be divided into a forward threaded section, a reverse threaded section, and a straight rod section in sequence. The first spiral protrusion 6 is arranged on the forward thread section of the pile body 1, and the second spiral protrusion 7 is arranged on the reverse thread section of the pile body 1.

The uplift pile shown in fig. 7 can be regarded as a positive and negative half-thread pile, the uplift effect of the positive and negative half-thread pile is weaker than that of a positive and negative full-thread pile, and the uplift pile can be used in soil bodies with simpler geology.

In this embodiment, the installation range of the second spiral protrusion 7 on the pile body 1 is also not limited, and the second spiral protrusion may be continuously connected to the first spiral protrusion 6 and fully distributed on the pile body 1, or may be only installed on a partial area of the pile body 1 other than the first spiral protrusion 6, and the installation range of the second spiral on the pile body 1 may be selected according to the floating load actually received by the uplift pile and the geological conditions of the uplift pile construction site.

Finally, it should be noted that: the above embodiments are only used to illustrate the technical solution of the present invention, and not to limit the same; although the present invention has been described in detail with reference to the foregoing embodiments, it should be understood by those skilled in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some or all of the technical features may be equivalently replaced; such modifications and substitutions do not depart from the spirit and scope of the present invention.

Claims

1. An uplift pile is characterized by comprising a concrete pile body (1), wherein a reinforcement cage (2) is arranged in the pile body (1);

the reinforcement cage (2) comprises a plurality of main reinforcements (20) extending along the length direction of the reinforcement cage, a sleeve (21) is sleeved outside each main reinforcement (20), and the sleeve (21) is used for isolating the main reinforcements (20) from concrete of the pile body (1);

reinforcing cage (2) with pile body (1) all includes top and bottom, the bottom of reinforcing cage (2) is provided with anchor assembly (3), and is a plurality of wherein one end of main reinforcement (20) all passes sleeve pipe (21) after-fixing on anchor assembly (3), just anchor assembly (3) are fixed in the bottom of pile body (1).

2. Uplift pile according to claim 1, characterized in that there is a gap between the outer wall of the main reinforcement (20) and the inner wall of the sleeve (21).

3. A pile according to claim 2, characterised by further comprising a hollow cylindrical first protruding member (4), the first protruding member (4) being sleeved and fixed on the outer wall of the bottom end of the pile body (1).

4. A pile according to claim 3, characterised by a hollow cylindrical second protruding member (5), the second protruding member (5) being sleeved and fixed on the pile body (1), and the second protruding member (5) being located between the top end and the bottom end of the pile body (1).

5. A pile according to claim 4, characterised in that the second projections (5) are plural, the plural second projections (5) being provided at intervals in the axial direction of the pile body (1).

6. A pile according to any of claims 1-5, characterised in that the outer wall of the pile body (1) is provided with a first helical protrusion (6) extending helically along the length of the pile body (1).

7. Pile according to claim 6, characterised in that the first helical protrusion (6) extends from the bottom end of the pile body (1) to the top end of the pile body (1).

8. The uplift pile according to claim 6, wherein the pile body (1) is divided into a threaded section and a smooth section in sequence from the bottom end to the top end of the pile body (1), and the first spiral protrusion (6) is arranged on the threaded section of the pile body (1).

9. The uplift pile according to claim 6, wherein the outer wall of the pile body (1) is provided with a second spiral protrusion (7) which extends spirally along the length direction of the pile body (1), the turning direction of the first spiral protrusion (6) is opposite to that of the second spiral protrusion (7), and the first spiral protrusion (6) and the second spiral protrusion (7) are arranged between the top end and the bottom end of the pile body (1) in a staggered manner.

10. The uplift pile according to claim 9, wherein the pile body (1) is divided into a forward threaded section, a reverse threaded section and a straight rod section in sequence from the bottom end to the top end of the pile body (1);

the first spiral protrusion (6) is arranged on the forward thread section of the pile body (1), and the second spiral protrusion (7) is arranged on the reverse thread section of the pile body (1).