CN112392031B

CN112392031B - High-bearing and anti-pulling prestressed concrete pipe pile

Info

Publication number: CN112392031B
Application number: CN202011308728.2A
Authority: CN
Inventors: 何锋; 吴应寿
Original assignee: Zhejiang Haoda Foundation Engineering Co ltd
Current assignee: Ningbo Zhongming Geotechnical Engineering Co ltd
Priority date: 2020-11-19
Filing date: 2020-11-19
Publication date: 2022-01-04
Anticipated expiration: 2040-11-19
Also published as: CN112392031A

Abstract

The invention discloses a prestressed concrete pipe pile, in particular to a high-bearing and anti-pulling prestressed concrete pipe pile, which comprises a pipe pile body, wherein a high-pressure grouting channel and a mud discharging channel which are penetrated by a high-pressure rotary jet drill of a high-pressure rotary jet drilling machine are arranged on the pipe pile body and extend along the length direction of the pipe pile body, one side ports of the high-pressure grouting channel and the mud discharging channel are positioned at the pile top of the pipe pile body and are communicated with the outside, and the other side ports of the high-pressure grouting channel and the mud discharging channel are positioned at the pile bottom of the pipe pile body and are also communicated with the outside. The invention effectively solves the technical problem of improving the bearing and anti-pulling performance of the prestressed concrete pipe pile, and has the remarkable advantages of improving the construction quality, improving the construction efficiency and the like.

Description

High-bearing and anti-pulling prestressed concrete pipe pile

Technical Field

The invention relates to a prestressed concrete pipe pile, in particular to a prestressed concrete pipe pile with high bearing capacity and pulling resistance.

Background

The prestressed concrete pipe pile is an important basic member in the field of building engineering and can be divided into post-tensioning prestressed pipe pile and pre-tensioning prestressed pipe pile. The pre-tensioning prestressed pipe pile is a hollow cylindrical elongated concrete prefabricated member made up by adopting pre-tensioning prestressed process and centrifugal forming method, mainly formed from cylindrical pile body, end plate and steel ferrule. And the post-tensioning method is to apply prestress through holes reserved in the pipe pile after the concrete in the pipe pile is initially set. The code of the prestressed concrete pipe pile is a PC pile, the code of the prestressed high-strength concrete pipe pile is a PHC pile, and the code of the thin-wall pipe pile is a PTC pile.

The bearing and anti-pulling performance of the prestressed concrete pipe pile can not be reliably guaranteed all the time, and particularly in a soft soil layer, the reason is as follows:

due to the surface smoothness (small friction coefficient) and relatively small diameter (relative to the cast-in-situ bored pile) of the prestressed concrete pipe pile;

in addition, the existing connecting method for the pile body of the prestressed concrete pipe pile directly adopts a welded pile body end plate, and has the defects that the end plate supplied on the market often adopts recycled steel due to the cost, brittle fracture is easy to occur after the end plate is welded, meanwhile, pile pressing is started when the cooling is insufficient in the construction process, and as a result, the connecting joint of the pile body becomes a weak point, a plurality of sections of pile bodies cannot be effectively integrated, and the pulling resistance of the prestressed concrete pipe pile is seriously influenced.

Therefore, research on a novel prestressed concrete pipe pile structure to improve the bearing and anti-pulling capacity of the pipe pile and ensure the construction quality becomes an industry technical problem with practical significance.

Disclosure of Invention

The present invention is to provide a prestressed concrete pipe pile with high load bearing and pulling resistance to overcome the above-mentioned disadvantages of the prior art.

In order to achieve the purpose, the high-bearing and pulling-resistant prestressed concrete pipe pile comprises a pipe pile body, wherein a high-pressure grouting channel and a mud discharging channel which are penetrated by a high-pressure rotary jet drill bit of a high-pressure rotary jet drilling machine are arranged on the pipe pile body and extend along the length direction of the pipe pile body, one side ports of the high-pressure grouting channel and the mud discharging channel are located at the pile top of the pipe pile body and are communicated with the outside, and the other side ports of the high-pressure grouting channel and the mud discharging channel are located at the pile bottom of the pipe pile body and are also communicated with the outside.

In the actual use process of a construction site, after pile sinking operation is completed, firstly, a high-pressure jet drill of a high-pressure jet drilling machine is adopted to directly extend out of the bottom of a pile through a high-pressure grouting channel of a pile body, soil below the bottom of the pile is cut and dispersed by a high-pressure rotating nozzle, a relative high-pressure area (relative to atmospheric pressure) is formed below the bottom of the pile for a short time, and the cut and dispersed cement soil part can be discharged along a mud discharge channel of the pile body due to the action of pressure; and then, a high-pressure rotating nozzle is adopted to directly extend out of the bottom of the pile through a high-pressure grouting channel of the tubular pile body, cement slurry is sprayed into the soil layer to be mixed with the soil body to form a continuously overlapped cement reinforcing body, and the cement reinforcing body can be fixed with the bottom of the tubular pile body in the curing process, so that the pulling resistance of the tubular pile body in the soil layer and the integral bearing performance of the tubular pile body are improved.

Preferably, the prestressed concrete pipe pile with high bearing capacity and pulling resistance has a structure that: the high-pressure grouting channel and the mud discharging channel are uniformly distributed at intervals in the circumferential direction of the tubular pile body.

Above-mentioned preferred technical scheme is in the building site in-service use process, and the high-pressure jet grouting drill bit of high-pressure jet grouting drilling machine directly extends the pile bottom through the high-pressure slip casting passageway on the pile body, and can distribute uniformly in the below of pile bottom, makes things convenient for it to carry out even efficient shredding with the soil layer of pile bottom below and breaks up, and the earth that is broken up and break up simultaneously can be arranged outward with the quick realization of the form of soil cement.

In a preferred embodiment, the above prestressed concrete pipe pile with high load bearing and pull-out resistance has a structure in which the pile body of the pipe pile includes:

the pile comprises at least one first pile, a pile body and a pile body, wherein each first pile consists of a first reinforcement cage and a first pile body of a cylinder body formed by pouring concrete on the first reinforcement cage;

wherein the first steel reinforcement cage comprises a plurality of first main steel reinforcements independently extending in the longitudinal direction of the first pile body, N first steel pipes extending in the longitudinal direction of the first pile body, N is more than or equal to 1, the first main steel reinforcements and the first steel pipes are arranged in the circumferential direction of the first pile body, the first steel pipes are uniformly distributed, a plurality of first hoop steel bars are arranged in the first pile body in the longitudinal direction, each first hoop steel bar is fixed with all the first main steel bars and the first steel pipe, and a pair of first end steel plates, the first main steel bars and the two ends of the first steel pipes are fixed with the first end steel plates on the corresponding sides, and the corresponding first steel pipes are communicated with the first through holes for penetrating steel strands;

the second pile consists of a second reinforcement cage and a second pile body of a cylinder body formed by pouring concrete on the second reinforcement cage;

wherein the second reinforcement cage comprises a plurality of second main reinforcements independently extending in the longitudinal direction of the second pile body, N second steel pipes extending in the longitudinal direction of the second pile body, the second main reinforcements and the second steel pipes are arranged in the circumferential direction of the second pile body, the second steel pipes are uniformly distributed, a plurality of second hoop reinforcements arranged in the longitudinal direction of the second pile body, each second hoop reinforcement is fixed with all the second main reinforcements and the second steel pipes, a pair of second end steel plates are positioned at two outer sides of the second pile body in the longitudinal direction, each second end steel plate is provided with a second through hole corresponding to each second steel pipe one by one, one of the second end steel plates is also provided with a cavity with an outward opening, the second through holes of the second end steel plates are communicated with the cavity bottom, and two ends of all the second main reinforcements and the second steel pipes are fixed with the second end steel plates at the corresponding sides, the corresponding second steel pipe is communicated with the second through hole and used for penetrating a steel strand;

the end part of one side of each steel strand is provided with a non-return buckling part and the steel strands are arranged in the circumferential direction;

the steel connecting disc is provided with N third through holes penetrating through the surface of the front and back panels;

each steel connecting piece is provided with a bayonet used for locking a non-return buckling part of the steel strand;

wherein, the first pile and the second pile are arranged in the extending direction of the tubular pile body, the cavity on the second end steel plate is positioned at the bottom of the tubular pile body, the steel connecting disc is positioned at one side of the cavity, the third through hole on the steel connecting disc is aligned with the second through hole at the bottom of the cavity, and a pair of corresponding third through holes and second through holes are butted through metal corrugated pipes, at least three first hinging seats are uniformly and annularly distributed on the disc surface at one side of the steel connecting disc, the cavity bottom at the opposite side of the steel connecting disc is provided with second hinging seats which correspond to the first hinging seats one by one, a pair of corresponding first hinging seats and second hinging seats are connected through a multi-section hinge arm, the steel connecting disc makes reciprocating linear motion relative to the cavity, each multi-section hinge arm is driven to synchronously reciprocate between the folding state and the unfolding state, and all the multi-section hinge arms are completely folded, the maximum outer diameter of a circle formed by the first pile and the second pile is larger than the outer diameters of the first pile and the second pile, and the center lines of the first pile, the second pile and the steel connecting disc are overlapped;

if the number of the first piles is one, the adjacent second piles are fixed with the second end head steel plate and the first end head steel plate on the same side of the first piles, and the second through holes are aligned with the first through holes;

if the number of the first piles is multiple, the same-side first end steel plate of the adjacent first pile, the same-side second end steel plate of the adjacent second pile, the same-side second end steel plate of the first pile and the first end steel plate are fixed, and the first through hole of the adjacent first pile, the second through hole of the adjacent second pile and the first through hole of the first pile are aligned;

the N steel connecting pieces are all fixed to the disc surface of the other side, away from the second pile, of the steel connecting disc, and N bayonets of the N steel connecting pieces correspond to the third through holes one by one and are communicated with the third through holes;

in the extending direction of the tubular pile body, N first steel pipes of the first pile and corresponding first through holes thereof, N second steel pipes of the second pile and corresponding second through holes thereof and bayonets on N steel connectors form N reserved channels for penetrating and locking steel strands and applying prestress after the steel strands are inserted; and the N steel strands respectively penetrate into the reserved channels and are locked with the corresponding bayonets to be used for applying prestress later.

Among the above-mentioned preferred technical scheme first end steel sheet of homonymy of adjacent first stake and adjacent second stake and the homonymy second end steel sheet and the first end steel sheet homogeneous phase of first stake are fixed, one side tip of steel strand wires penetrates from the stake top, and carry out the locking of ending once only forever with the steel connecting piece that is located the stake bottom, through the opposite side tip of tensile steel strand wires, can be to the first stake of multistage and the whole back-tension method prestressing force that applys of second stake that extend in the tubular pile direction, and then make the first stake of multistage and the effectual one-tenth of second stake, can promote resistance to plucking the performance by a wide margin after it is squeezed into the ground end.

In addition, in the above preferred embodiment, the multi-segment hinge arms positioned between the second pile and the steel connecting plate are folded in synchronization with applying the post-tensioning prestress by tensioning one end portion of the steel strand, and the folded multi-segment hinge arms together form the maximum outer diameter Φ of the circle₁And is larger than the outer diameter phi of the first pile₂With the outer diameter phi of the second pile₃Preferably phi₁Is much larger than phi₂And phi₃Therefore, when the high-pressure rotating nozzle directly extends out of the bottom of the pile through the high-pressure grouting channel of the pile body of the pile, the high-pressure rotating nozzle can rotate along the bottom of the pileWhen cement paste is sprayed into a soil layer and mixed with a soil body to form a continuously lapped cement reinforcing body, the steel connecting disc, the multi-section articulated arms and other metal components are solidified in the cement reinforcing block together, so that the tubular pile body and the cement reinforcing block effectively form a whole, and the pulling resistance and the bearing performance of the tubular pile body in the soil layer are further improved to the maximum extent.

Further, above-mentioned prestressed concrete tubular pile who bears highly and resistance to plucking, in its structure:

a first positioning concave cavity is arranged on the first end steel plate on one side of the first pile, and a first positioning bulge is arranged on the first end steel plate on the other side of the first pile; a second positioning concave cavity is arranged on a second end steel plate on the non-concave cavity side of the second pile;

if the number of the first piles is one, the second positioning concave cavities on the same side of the adjacent second piles and the first piles are matched with the first positioning bulges;

if the quantity of first stake is a plurality of, the homonymy first location cavity and the first location arch of the homonymy of adjacent first stake and adjacent second stake and first stake is fixed a position the cavity and is fixed a position protruding homogeneous phase cooperation.

Above-mentioned further preferred technical scheme in the homonymy first location cavity and the first location arch of adjacent first stake and the homonymy second location cavity and the protruding homogeneous phase cooperation of first location of adjacent second stake and first stake, consequently adjacent first stake and second stake when the installation, the first through-hole of homonymy of adjacent first stake can realize accurate the alignment, and the homonymy second through-hole of adjacent second stake and first stake then also can realize accurate the alignment with first through-hole, be favorable to guaranteeing tubular pile construction quality, promote the efficiency of construction.

Still further, above-mentioned prestressed concrete tubular pile who highly bears and resistance to plucking, in its structure: and the opening edges of the first positioning concave cavity and the second positioning concave cavity are both provided with reaming inclined chamfers.

In the above further preferred technical solution, when the first positioning cavity on the same side of the adjacent first pile is matched with the first positioning protrusion, the first positioning protrusion can quickly and smoothly enter the corresponding first positioning cavity under the guiding action of the reaming oblique chamfer of the first positioning cavity; similarly, the first positioning protrusion can smoothly enter the corresponding second positioning concave cavity.

Compared with the prior art, the high-bearing and anti-pulling prestressed concrete pipe pile has the following technical advantages that:

1. the prestressed concrete pipe pile has high bearing performance, and in the actual use process of a construction site, after the pile sinking operation of the prestressed concrete pipe pile in a soil layer is completed, a cement reinforcing body fixed with the bottom of the pile can be formed below the bottom of the pile body of the pipe pile, so that the bearing capacity of the pipe pile body on the pile body can be greatly improved.

2. The cement strengthening body positioned below the bottom of the pile can synchronously improve the pulling resistance of the tubular pile body while improving the bearing performance of the tubular pile body in the soil layer; in addition, in the structure, a first end steel plate on the same side of the adjacent first pile, a second end steel plate on the same side of the adjacent second pile, the first end steel plate and the second end steel plate on the same side of the first pile are fixed, one end part of a steel strand penetrates through the top of the pile and is locked with a steel connecting piece at the bottom of the pile in a permanent non-return mode, and post-tensioning prestress can be applied to the multiple sections of the first pile and the second pile extending in the direction of the pipe pile integrally by tensioning the other end part of the steel strand, so that the multiple sections of the first pile and the second pile are effectively integrated, and the pulling resistance can be greatly improved after the first pile and the second pile are driven into the ground bottom.

3. The structure of the invention has the advantages that the same-side first positioning concave cavity and the first positioning protrusion of the adjacent first pile and the same-side second positioning concave cavity and the first positioning protrusion of the adjacent second pile and the first pile are matched with each other, so that when the adjacent first pile and second pile are installed, the same-side first through holes of the adjacent first pile can be accurately aligned, and the same-side second through holes of the adjacent second pile and the first through holes can also be accurately aligned, thereby being beneficial to ensuring the construction quality of the tubular pile and improving the construction efficiency.

Drawings

Fig. 1 is a schematic structural view of a prestressed concrete pipe pile;

fig. 2 is a schematic view of the top surface structure of a second prestressed concrete pipe pile;

fig. 3 is a schematic structural view of a third prestressed concrete pipe pile;

fig. 4 is a schematic diagram showing the structure of the top surface of the first pile in the third prestressed concrete pipe pile;

FIG. 5 is a schematic cross-sectional view taken along line A-A of FIG. 4;

FIG. 6 is a schematic cross-sectional view taken along line B-B of FIG. 4;

fig. 7 is a schematic diagram showing the structure of the top surface of a second pile in a third prestressed concrete pipe pile;

FIG. 8 is a schematic cross-sectional view at C-C of FIG. 7;

FIG. 9 is a schematic cross-sectional view taken at D-D of FIG. 7;

FIG. 10 is a partial structural view of a steel strand;

FIG. 11 is a schematic structural view of a steel material connecting disc;

FIG. 12 is a schematic structural view of a steel connector;

FIG. 13 is an enlarged partial schematic view taken at a in FIG. 3;

fig. 14 is a schematic structural view of a fourth prestressed concrete pipe pile;

FIG. 15 is a schematic cross-sectional view of a first pile;

FIG. 16 is a schematic cross-sectional view of a second pile;

FIG. 17 is a schematic sectional view of another first pile;

fig. 18 is a sectional structure view of another second pile.

In the figure: the pile comprises a tubular pile body 1, a high-pressure grouting channel 2, a mud discharging channel 3, a first pile 4, a first reinforcement cage 5, a first pile body 6, a first main reinforcement 7, a first steel pipe 8, a first hoop reinforcement 9, a first end steel plate 10, a first through hole 11, a second pile 12, a second reinforcement cage 13, a second pile body 14, a second main reinforcement 15, a second steel pipe 16, a second hoop reinforcement 17, a second end steel plate 18, a second through hole 19, a cavity 20, a steel strand 21, a non-return buckle part 22, a protrusion 22-1, a plane 22-2, a steel connecting plate 23, a third through hole 24, a steel connecting part 25, a bayonet 26, a sector 27, a metal corrugated pipe 28, a first hinge seat 29, a second hinge seat 30, a multi-segment hinge arm 31, a first positioning cavity 32, a first positioning protrusion 33, a second positioning cavity 34 and a reaming oblique chamfer 35.

Detailed Description

The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments that can be derived from the embodiments of the present invention by a person of ordinary skill in the art are intended to fall within the scope of the present invention.

As an embodiment of the present invention, as shown in fig. 1, the high-load-bearing and pull-out-resistant prestressed concrete pipe pile provided in this embodiment includes a pipe pile body 1, a high-pressure grouting channel 2 and a mud discharge channel 3, which are penetrated by a high-pressure jet drill of a high-pressure jet drilling machine, are disposed on the pipe pile body 1 and both extend along a length direction of the pipe pile body 1, ports of one side of the high-pressure grouting channel 2 and the mud discharge channel 3 are located at a pile top of the pipe pile body 1 and are communicated with the outside, and ports of the other side are located at a pile bottom of the pipe pile body 1 and are also communicated with the outside.

As shown in fig. 1, in the present embodiment, the number of the high-pressure grouting channels 2 is three, and the high-pressure grouting channels are uniformly distributed circumferentially in the circumferential direction of the tubular pile body 1; and the number of the mud discharge passage 3 is one, which is located between the pair of high-pressure grouting passages 2.

The whole process (method) for manufacturing the tubular pile body 1 in the structure of the prestressed concrete tubular pile with high bearing capacity and pulling resistance provided by the embodiment comprises the following steps:

(1) binding a reinforcement cage;

firstly, the processed main reinforcing steel bars are loaded on a disc in a stretching trolley of the binding machine, and the trolley can move on a transverse guide rail so as to meet the requirements of reinforcement cages with different pile lengths. The hoop reinforcement is placed on a disc in the binding machine, the trolley moves at a fixed speed, and the hoop reinforcement on the disc is continuously wound on the main reinforcement to form a reinforcement cage; secondly, lining steel pipes serving as a high-pressure grouting channel 2 and a mud discharging channel 3 in the formed reinforcement cage; and finally, welding and fixing the reinforcement cage, the main reinforcement and the steel pipe.

(2) Entering a mold;

and after the reinforcement cage is bound, hoisting the reinforcement cage into a prefabricated steel die by using a truss crane, and fixing the two ends of the reinforcement cage by adopting end steel plates. And a tensioning gap is arranged at the end part of one side in the steel die. And after the reinforcement cage is installed, the truss crane lifts the reinforcement cage into the concrete pouring area.

(3) Pouring concrete;

in the concrete pouring area, a corresponding pouring truck runs on the side guide rail of the operating platform. The concrete consumption of one pile is controlled to be one car, the car runs on the hollow half-opened mould, and the concrete exposed from the lower part of the car is gradually filled into the mould. After the concrete is poured, a circle of cotton thread is wound around the steel die (so that water in the concrete is prevented from being lost in the centrifugal process), and the other half of the steel die is hung for sealing.

(4) Tensioning;

and (3) conveying the tensioning end of the tubular pile into a specific machine for tensioning, wherein the specific tensioning amount is determined according to different requirements.

(5) Performing centrifugal molding;

and placing the stretched tubular pile into a centrifugal groove for centrifugation, wherein the centrifugation is carried out according to four stages of low speed, medium speed and high speed so as to ensure the compactness of the concrete. The time for centrifugation is controlled to be about 15min, and is generally determined according to the centrifugation rate. The hollow part of the end steel plate is plugged by a rubber circle, so that the centrifugal forming is facilitated, and after the forming, redundant slurry can be pulled out everywhere to ensure that the interior of the pile is smooth.

(6) Steam pressure curing;

the centrifugally formed pile body is steamed and cured at high pressure. The steam curing pool is a large pool built by concrete, the centrifugally formed pipe piles are placed in the pool, and a concrete cover plate is covered, so that steam curing can be carried out. Thus, the tubular pile body 1 mentioned in this embodiment can be obtained.

In the actual use process of a construction site, after pile sinking operation of the prestressed concrete pipe pile is completed, firstly, a high-pressure jet drill of a high-pressure jet drilling machine is adopted to directly extend out of the bottom of the pile through a high-pressure grouting channel 2 of a pipe pile body 1, soil below the bottom of the pile is cut up and dispersed by a high-pressure rotating nozzle, a relative high-pressure area (relative to atmospheric pressure) is formed below the bottom of the pile for a short time, and the cut-up and dispersed cement soil part is discharged along a mud discharge channel 3 of the pipe pile body 1 due to the action of pressure; then, a nozzle rotating under high pressure is adopted to directly extend out of the bottom of the pile through a high-pressure grouting channel 2 of the tubular pile body 1, cement slurry is sprayed into a soil layer to be mixed with a soil body to form a continuously lapped cement reinforcing body, and the cement reinforcing body can be fixed with the bottom of the tubular pile body 1 in the curing process, so that the pulling resistance of the tubular pile body 1 in the soil layer and the whole bearing performance of the tubular pile body 1 are improved.

Certainly, when the prestressed concrete pipe pile is actually designed, in order to enable the high-pressure jet grouting drill bits of the high-pressure jet grouting drilling machine to be uniformly distributed below the bottom of the pile, so that the high-pressure jet grouting drill bits can conveniently and uniformly cut and disperse the soil layer below the bottom of the pile, and the cut and dispersed soil can be quickly discharged in a form of cement soil, as a second implementation manner of the invention, as shown in fig. 2, three high-pressure grouting channels 2 and three sludge discharge channels 3 are arranged in the structure, and the high-pressure jet grouting drill bits are uniformly distributed at intervals in the circumferential direction of the pipe pile body 1.

Meanwhile, in order to further improve the bearing and pulling-out resistance of the prestressed concrete pipe pile of the present invention, we further improve the structure of the pipe pile body 1, for example, as a third embodiment of the present invention, as shown in fig. 3, in this embodiment, the structure of the prestressed concrete pipe pile provided in this embodiment includes:

a first pile 4, as shown in fig. 4-6, each first pile 4 is composed of a first reinforcement cage 5 and a first pile shaft 6 of a cylinder formed by pouring concrete on the first reinforcement cage 5;

wherein the first reinforcement cage 5 comprises a plurality of first main reinforcements 7 independently extending in the longitudinal direction of the first pile body 6, three first steel pipes 8 extending in the longitudinal direction of the first pile body 6, the first main reinforcements 7 and the first steel pipes 8 are arranged in the circumferential direction of the first pile body 6, the first steel pipes 8 are uniformly distributed, a plurality of first hoop steel bars 9 are arranged in the direction of the first pile body 6, each first hoop reinforcement 9 is welded and fixed with all the first main reinforcements 7 and the first steel pipes 8, and a pair of first end steel plates 10, which are positioned at two outer sides of the first pile body 6 in the length direction, each first end steel plate 10 is provided with a first through hole 11 which corresponds to each first steel pipe 8 one by one, two ends of all first main steel bars 7 and the first steel pipes 8 are welded and fixed with the first end steel plates 10 at the corresponding sides, the corresponding first steel pipe 8 is communicated with the first through hole 11 to be used for penetrating the steel strand 21;

a second pile 12, as shown in fig. 7-9, which is composed of a second reinforcement cage 13 and a second shaft 14 of a cylinder formed by pouring concrete on the second reinforcement cage 13;

wherein the second reinforcement cage 13 includes a plurality of second main reinforcements 15 independently extending in the longitudinal direction of the second pile body 14, three second steel pipes 16 extending in the longitudinal direction of the second pile body 14, the second main reinforcements 15 and the second steel pipes 16 are arranged in the circumferential direction of the second pile body 14, the second steel pipes 16 are uniformly distributed, a plurality of second hoop reinforcements 17 arranged in the longitudinal direction of the second pile body 14, each second hoop reinforcement 17 is welded and fixed to all the second main reinforcements 15 and the second steel pipes 16, and a pair of second end steel plates 18 are located on both outer sides of the second pile body 14 in the longitudinal direction, each second end steel plate 18 is provided with a second through hole 19 corresponding to each second steel pipe 16 one by one, one of the second end steel plates 18 is further provided with a cavity 20 having an opening facing outward, and the second through hole 19 on the second end steel plate 18 is communicated with the cavity 20, two end parts of all the second main steel bars 15 and the second steel pipes 16 are welded and fixed with the second end steel plates 18 on the corresponding sides, and the corresponding second steel pipes 16 are communicated with the second through holes 19 to be used for penetrating steel strands 21;

the anti-reverse buckling part 22 is arranged at one end part of each steel strand 21 and is arranged in the circumferential direction of the steel strands 21; as shown in fig. 10, the non-return fastening portion 22 in this embodiment is a protrusion 22-1 extending from the end surface close to the steel strand 21 to the end surface and having a linearly decreasing height, and a side of the protrusion facing away from the end surface of the steel strand 21 is a plane 22-2 and parallel to the radial direction of the steel strand 21;

as shown in fig. 11, a steel connection plate 23 having three third through holes 24 penetrating the front and back plate surfaces;

and, as shown in fig. 12, three steel connectors 25, each steel connector 25 having a bayonet 26 for locking the non-return fastening portion 22 of the steel strand 21; in this embodiment, the bayonet 26 is composed of four segments 27 which independently extend outwards from the surface of the corresponding steel connector 25 and are linearly inclined towards the center of the steel connector 25, and the four segments 27 are annularly distributed at the end far away from the steel connector 25 to form the bayonet 26;

the principle of non-return interlocking of the steel strand 21 and the steel connecting piece 25 is as follows:

when the protrusions 22-1 circumferentially distributed on one side of the steel strand 21 are inserted into the bayonet 26 of the corresponding steel connector 25, the four segments 27 forming the bayonet 26 are simultaneously elastically deformed due to extrusion, so that the bayonet 26 is passively expanded;

after the protrusions 22-1 circumferentially distributed on one side of the steel strand 21 completely penetrate through the corresponding bayonet 26, the passively expanded bayonet 26 is rapidly folded due to the influence of the elastic restoring force of the material, and it should be noted here that in the later process of applying the pre-stress tension on the steel strand 21, the larger the applied tension value F is, the more the distal ends of the four segments 27 forming the bayonet 26 on the steel connector 25 are considered to be linearly inclined toward the center of the steel connector 25, so the tighter the bayonet 26 formed by the four segments 27 is, and the purpose of locking the protrusions 22-1 circumferentially distributed on the steel strand 21 is further achieved, as shown in fig. 13;

wherein, the first pile 4 and the second pile 12 are arranged in the extending direction of the tubular pile body 1, the cavity 20 on the second end steel plate 18 is positioned at the bottom of the tubular pile body 1, as shown in fig. 13, the steel connecting disc 23 is positioned at one side of the cavity 20, the third through hole 24 on the steel connecting disc 23 is aligned with the second through hole 19 on the bottom of the cavity 20, and the corresponding pair of the third through holes 24 and the second through holes 19 are all butted through the metal corrugated pipe 28, three first hinge seats 29 are evenly distributed on the disc surface at one side of the steel connecting disc 23, the second hinge seats 30 corresponding to the first hinge seats 29 one by one are arranged on the cavity bottom of the cavity 20 at the opposite side, the corresponding pair of the first hinge seats 29 and the second hinge seats 30 are all connected through a multi-segment hinge arm 31, the steel connecting disc 23 makes reciprocating linear motion relative to the cavity 20, each multi-segment hinge arm 31 is driven to synchronously and reciprocally switch between the folded state and the unfolded state, all the multi-section articulated arms 31 are completely folded, the maximum outer diameter of a circle formed by the multi-section articulated arms is larger than the outer diameters of the first pile 4 and the second pile 12, and the center lines of the first pile 4, the second pile 12 and the steel connecting disc 23 are coincided; the second end steel plate 18 and the first end steel plate 10 on the same side of the adjacent second pile 12 and the first pile 4 are welded and fixed, and the second through hole 19 is aligned with the first through hole 11;

the three steel connecting pieces 25 are welded and fixed to the other side disc surface of the steel connecting disc 23, which is far away from the second pile 12, and the three bayonets 26 of the three steel connecting pieces 25 correspond to the third through holes 24 one by one and are communicated with each other;

in the extending direction of the tubular pile body 1, three first steel pipes 8 of the first pile 4 and corresponding first through holes 11 thereof, three second steel pipes 16 of the second pile 12 and corresponding second through holes 19 thereof, and bayonets 26 on three steel connectors 25 form three reserved channels for penetrating and locking the steel strand 21 and then applying prestress; the three steel strands 21 penetrate into the reserved channels respectively and are locked with the corresponding bayonets 26 for applying prestress later.

Of course, in actual construction use, the actual number of first piles 4 in the structure of the present invention can be adjusted in real time according to the piling depth. For example, in a fourth embodiment of the present invention, as shown in fig. 14, a high load-bearing and pull-out-resistant prestressed concrete pipe pile provided in this embodiment includes: two first piles 4 and one second pile 12. The same-side first end steel plate 10 and the adjacent second pile 12 of the adjacent first pile 4 are welded and fixed with the same-side second end steel plate 18 and the first end steel plate 10 of the first pile 4, and the first through hole 11 of the adjacent first pile 4 and the second through hole 19 of the adjacent second pile 12 are aligned with the first through hole 11 of the first pile 4.

A fifth embodiment of the present invention, as shown in fig. 15 and 16, provides a high load-bearing and pull-out-resistant prestressed concrete pipe pile, which includes two first piles 4 and one second pile 12. A first positioning concave cavity 32 is arranged on the first end steel plate 10 at one side of the first pile 4, and a first positioning bulge 33 is arranged on the first end steel plate 10 at the other side; a second locating cavity 34 is provided in the second end steel plate 18 on the non-cavity 20 side of the second pile 12. The first positioning cavities 32 and the first positioning bulges 33 on the same side of the adjacent first piles 4 and the second positioning cavities 34 and the first positioning bulges 33 on the same side of the adjacent second piles 12 and the first piles 4 are matched.

When installing adjacent first stake 4 and adjacent second stake 12 and first stake 4 in this embodiment, the homonymy first through-hole 11 of adjacent first stake 4 and the homonymy second through-hole 19 of adjacent second stake 12 and first stake 4 all can realize accurately lining up with first through-hole 11, is favorable to guaranteeing tubular pile construction quality, promotes the efficiency of construction, promotes the anti-shear performance of tubular pile simultaneously.

Still further, as a sixth embodiment of the present invention, the general structure thereof is in accordance with example 5, as shown in fig. 17 and 18, but in this embodiment, a high load-bearing and pull-out resistant prestressed concrete pipe pile has the structure that: the opening edges of the first positioning concave cavity 32 and the second positioning concave cavity 34 are both provided with a reaming inclined chamfer 35.

When the first positioning cavities 32 and the first positioning protrusions 33 on the same side of the adjacent first piles 4 are matched in the above embodiment, the first positioning protrusions 33 can quickly and smoothly enter the corresponding first positioning cavities 32 under the guiding action of the chambering inclined chamfers 35 of the first positioning cavities 32; similarly, the first positioning protrusion 33 can smoothly enter the corresponding second positioning cavity 34.

The present invention is not limited to the above-mentioned preferred embodiments, and any other products in various forms can be obtained by anyone in the light of the present invention, but any changes in the shape or structure thereof, which have the same or similar technical solutions as those of the present application, should fall within the protection scope of the present invention.

Claims

1. The utility model provides a high prestressed concrete tubular pile who bears and resistance to plucking, includes the tubular pile body, its characterized in that: the tubular pile body is provided with a high-pressure grouting channel and a mud discharging channel which are penetrated by a high-pressure rotary jet drill bit of the high-pressure rotary jet drilling machine and extend along the length direction of the tubular pile body, one side ports of the high-pressure grouting channel and the mud discharging channel are positioned at the pile top of the tubular pile body and communicated with the outside, and the other side ports of the high-pressure grouting channel and the mud discharging channel are positioned at the pile bottom of the tubular pile body and communicated with the outside;

the high-pressure grouting channel and the mud discharging channel are uniformly distributed at intervals in the circumferential direction of the tubular pile body;

the tubular pile body includes:

2. The prestressed concrete pipe pile with high bearing capacity and pulling resistance as claimed in claim 1, wherein:

wherein the content of the first and second substances,

if the number of the first piles is one, the second positioning concave cavities on the same sides of the adjacent second piles and the first piles are matched with the first positioning bulges;

3. The prestressed concrete pipe pile with high bearing capacity and pulling resistance as claimed in claim 2, wherein: and the opening edges of the first positioning concave cavity and the second positioning concave cavity are both provided with reaming inclined chamfers.