CN113863289A - Double-layer sleeve concrete pile and construction method thereof - Google Patents
Double-layer sleeve concrete pile and construction method thereof Download PDFInfo
- Publication number
- CN113863289A CN113863289A CN202111167016.8A CN202111167016A CN113863289A CN 113863289 A CN113863289 A CN 113863289A CN 202111167016 A CN202111167016 A CN 202111167016A CN 113863289 A CN113863289 A CN 113863289A
- Authority
- CN
- China
- Prior art keywords
- pile
- double
- rubber
- wall
- concrete
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Withdrawn
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/36—Concrete or concrete-like piles cast in position ; Apparatus for making same making without use of mouldpipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/385—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with removal of the outer mould-pipes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/66—Mould-pipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/66—Mould-pipes or other moulds
- E02D5/665—Mould-pipes or other moulds for making piles
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a double-layer sleeve concrete pile and a construction method thereof, wherein the double-layer sleeve concrete pile is provided with a prefabricated pile tip, a bottom connecting piece, a plurality of double-layer sleeves and a cover plate from bottom to top; the adjacent double-layer sleeves are connected through a segmented connecting piece; the double-layer sleeve consists of an outer layer rubber cell chamber group and a plastic inner barrel; after the double-layer sleeve pipe is statically pressed to sink the pipe, cement slurry is poured into the outer rubber cell group, so that the outer rubber cell group can expand and expand to fill a gap between a pile body and a soil body generated during pipe sinking, and the side frictional resistance with the soil body is increased, so that the pile foundation can quickly reach the designed bearing capacity; the invention arranges the drainage plate between the pile body and the soil body in advance to dissipate the ultra-static pore water pressure generated during pipe sinking, which can improve the property of the soil body, increase the bearing capacity of the pile foundation, further improve the effect of foundation bearing capacity, accelerate the completion of pile-soil deformation, accelerate the settlement process of the embankment, shorten the waiting period of upper pavement construction, effectively improve the construction efficiency and reduce the post-construction settlement.
Description
Technical Field
The invention relates to the field of embankment engineering foundation treatment, relates to a technology of a cast-in-place concrete pile for sinking pipe pouring of soft soil, and particularly relates to a double-layer sleeve concrete pile and a construction method thereof.
Background
With the construction of strong traffic countries in China, strategic deployment of modern traffic systems is facilitated, and in order to accelerate the development of coordinated traffic in urban, rural and inter-urban areas to a new height and possess developed fast networks, perfect trunk networks and wide basic networks, the planning and construction of basic facilities such as railways and highways are promoted in China. The pile type embankment is a common foundation treatment method for highway, municipal road and airport construction in the southeast coastal soft soil area, wherein two pile types of rigid piles and flexible piles are mainly adopted.
In the conventional pile type embankment treatment, the foundation load is inconsistent with the soft soil load, so that the uneven settlement of the road surface is caused; the whole quality of the traditional flexible cement mixing pile is difficult to control, the foundation treatment depth is small, the site limitation is large, and the pile-forming reinforcement quality is not ideal; the construction process of the vibration immersed tube cast-in-place concrete pile has great influence on the surrounding foundation, and the problems of quality accidents, pile body breakage, waste caused by large filling coefficient and the like are easily caused; rigid prestressed concrete piles are high in cost and waste of bearing capacity can be generated, and huge economic loss and efficiency reduction can be brought to pile breaking treatment in the specific situation.
Aiming at the series of problems, the plastic sleeve concrete pile is adopted at present, compared with a vibration immersed tube cast-in-place pile, the plastic sleeve is added, the plastic sleeve which is filled with water in advance is completely driven into a specified area to a specified depth, an immersed tube steel barrel is pulled out, water is pre-injected into the sleeve, then concrete pouring is carried out, a cover plate is arranged, and a broken stone cushion is laid to form the composite pile type roadbed. Thereby relieving the problems of pile breakage, difficult quality detection and the like. However, the method still has the following defects: 1. the diameter of a prefabricated pile tip of the traditional sleeve concrete pile is larger than that of a sleeve, a pile body and a soil body are separated after the prefabricated pile tip is arranged to the designed depth, the bearing force of the pile tip and the frictional resistance of the pile body need to wait for the filling of a gap by squeezing soil, namely, the traditional sleeve concrete pile needs a period of time for reaching the designed bearing force, and the timeliness is poor; 2. in a common sleeve concrete pile, because concrete shrinks and cannot be fully contacted with a sleeve, the quality of a pile body is influenced, and the bearing capacity of the pile body is reduced; 3. the hyperstatic pore water pressure generated when the common sleeve concrete pile is driven is naturally dissipated slowly, and the time for reaching the designed bearing capacity is longer. Therefore, for administering and preventing the uneven settlement risk in road surface, improve the not enough phenomenon of early bearing capacity of sleeve pipe concrete pile for road construction progress, need urgently a novel sleeve pipe concrete pile that the construction is simple, reach design bearing capacity fast.
Disclosure of Invention
In order to overcome the defects of the prior art, the invention provides a double-layer sleeve concrete pile capable of rapidly providing bearing capacity and a construction method thereof.
The technical scheme adopted by the invention for solving the technical problems is as follows:
the invention provides a double-layer sleeve concrete pile, which is provided with a prefabricated pile tip, a bottom connecting piece, a plurality of double-layer sleeves and a cover plate from bottom to top; the adjacent double-layer sleeves are connected through a segmented connecting piece;
the double-layer sleeve consists of an outer-layer rubber cell group and a plastic inner barrel; the outer layer rubber cell group consists of a rubber connecting belt and rubber cells; the plastic inner barrel is connected with the rubber cell chamber by utilizing a rubber connecting belt in a hot melting way; before the cement slurry is not poured, the single rubber cell is connected with the plastic inner barrel in an array annular direction through a connecting band, and the rubber cell is extruded into the soil after the cement slurry is poured;
the segmented connecting piece consists of an inner ring, a connecting edge and an outer ring; the inner wall of the inner ring is tightly attached to the outer wall of the plastic inner barrel, the adjacent sections of double-layer sleeves are glued by glue, and the inner ring is connected with the outer ring through the connecting edges;
the bottom connecting piece consists of a lower connecting ring, a bearing disc and an upper connecting ring; the lower connecting ring is inserted into the prefabricated pile tip, and the upper connecting ring is glued on the inner wall of the plastic inner barrel; the bearing tray is used for supporting the double-layer sleeve;
the apron includes the concrete lid body, the concrete lid body is equipped with a plurality of main muscle and a plurality of stiffening stirrup for the bearing capacity of reinforcing apron.
Furthermore, the precast pile tip is made of concrete; the bottom connecting piece is made of steel; the plastic inner barrel is a smooth PVC barrel; the outer layer rubber cell group is made of rubber materials and can deform to a certain degree; the segmented connecting piece is made of steel; the cover plate is prefabricated by reinforced concrete, and the stiffening stirrups can extend into the plastic inner barrel to connect the pile body and the cover plate.
Further, the section of each single rubber cell is polygonal or the section boundary is in a closed arc shape.
Furthermore, the cell connecting wall at a certain distance from the upper and lower ports of the plastic inner barrel of the rubber cell is disconnected, so that all the cells are communicated, namely, the rubber cell forms a continuous ring with the outer wall of the rubber cell at the contact section of the port, the rubber cell connected with the bottom connecting piece is wrapped on the edge of the lower disc of the bearing tray in a skirt shape by means of the rubber elasticity of the outer wall of the cell, and the rubber cell is glued by hot melting to form a sealing structure.
Furthermore, the outer wall of the rubber cell disconnected and communicated with the cell connecting wall of the adjacent section can be connected to the outer wall of the outer ring of the sectional connecting piece in a hot melting way; the outer ring can give the rubber cell a rigid support to improve its stability.
Furthermore, the precast pile tip is of a reinforced concrete structure and is conical, the bottom connecting piece is embedded in the upper portion of the precast pile tip, and the lower connecting ring is embedded into the precast pile tip according to design requirements.
Further, the outer diameter of the precast pile tip is slightly larger than that of the bearing tray; before the outer layer rubber cell group is grouted with cement paste, the outer diameter of the outer layer rubber cell group is smaller than that of the prefabricated pile tip, and after the cement paste is grouted, the outer diameter of the outer layer rubber cell group can be expanded to be larger than that of the prefabricated pile tip.
The invention provides a construction method of a double-layer sleeve concrete pile on the other hand, which comprises the following steps:
(1) before the double-layer sleeve concrete pile is driven, the smoothness of a driving area is confirmed so as to facilitate the driving and moving of a pile driver on site; lofting in a corresponding area according to a spacing specified by a design drawing;
(2) arranging drainage plates in the soil between the designed piles, and connecting the drainage plates through drainage pipes to form a drainage system, wherein the drainage plates are used for dissipating the ultra-static pore water pressure generated during pipe sinking, so that the strength of the soft soil foundation is effectively improved;
(3) aligning the plastic inner barrel to the bottom connecting piece, and using PVC bonding glue to make the outer barrel sleeved on the outer wall of the upper connecting ring; spreading the rubber cell chamber at the end of the bearing tray, wrapping the edge of the lower tray of the bearing tray with the outer wall of the rubber cell chamber, and connecting and sealing the rubber cell chamber and the lower tray of the bearing tray by using glue or hot melting;
(4) stripping a rubber connecting belt at the port of the plastic inner barrel, smearing glue on the inner wall of the inner ring of the segmented connecting piece, placing the glue on the outer wall of the port of the plastic inner barrel, covering the rubber connecting belt on the outer wall of the inner ring of the segmented connecting piece, and simultaneously fixing the outer wall of the rubber cell communicated after the cell connecting wall is cut off on the outer wall of the outer ring in a hot melting manner, so that the double-layer sleeves of adjacent segments are connected;
(5) the double-layer sleeve concrete pile which is connected and fixed with the pile tip is driven into the steel pipe from the bottom of the steel pipe of a pile driver by the aid of a traction method, so that the double-layer sleeve concrete pile is vertical to the steel pipe, the steel pipe and the double-layer sleeve concrete pile are driven to a designed depth by the pile driver through static pressure, water is injected into a plastic inner barrel to prevent the pile from being broken when a nearby pile foundation is immersed, the steel pipe is pulled out by a traction cable, water is continuously injected while pulling out, and the prefabricated pile tip and the connected double-layer sleeve are left in a foundation;
(6) after the steel pipe is pulled out, pile cutting and cleanliness treatment are carried out on the ultrahigh part double-layer casing pipe;
(7) after the regional casing pipe is drilled, pumping out water which is filled in the plastic inner barrel and prevents the pile foundation from floating upwards and the outer wall from deforming too much, and then carrying out overall quality detection on the casing pipe;
(8) pouring fluid concrete in the plastic inner barrel, fully vibrating and compacting by using a special vibrating bar after pouring until the concrete is compacted to fill the whole plastic inner barrel, and pouring cement slurry into an outer rubber cell group to expand and fill a gap between a pile body and soil generated when the pipe is immersed;
(9) after the sampling quality detection is finished, constructing a concrete cover plate;
(10) paving a sandstone cushion layer on the top surface of the cover plate, and embedding the high-strength geotextile and the drain pipe of the drain board; and after the drainage system dissipates the ultra-static pore water pressure, connecting the drainage plate with a drainage ditch to finish the pile type composite roadbed reinforcement.
Furthermore, the concrete at the top of the double-layer sleeve is cleaned and fully roughened before the cover plate is poured, so that the cover plate is effectively connected with the double-layer sleeve, and then the concrete cover plate is connected and poured.
Furthermore, sampling is carried out after all the pile bodies are poured, and low strain detection and static load test are carried out, so that the integrity requirement of the pile bodies and the bearing capacity requirement of the single pile are ensured.
Compared with the prior art, the invention has the beneficial effects that:
1. the pile type embankment adopted in the invention can utilize the outer rubber cells to expand after cement slurry is poured, so that the gap between the pile body and the soil body generated during pipe sinking is quickly filled, the rubber cells are squeezed into the soil to increase the friction force with the soil, compared with common single-layer sleeve concrete, the time for achieving the designed bearing capacity is shorter, the driving and the pouring of the sleeve can be separately carried out, the matching coordination time between the rubber cells and the soil is reduced, the foundation forming efficiency can be improved, the pavement construction waiting time is shortened, and the timeliness is better.
2. In the construction method, a drainage plate needs to be arranged in the soil between the piles before the immersed tube construction, so that the ultra-static pore water pressure generated during immersed tube and soil squeezing can be eliminated in time, the strength of the soft soil foundation is increased, and the property of the soil body is improved; the inherent defect that a large amount of pore water pressure is generated during the operation of the soil-extruding pile is creatively overcome, the pile foundation can quickly reach the designed bearing capacity, and the foundation reinforcement effect is improved; meanwhile, along with the dissipation of the hyperstatic pore water pressure in the soil, the pile body is tightly attached to the soil body, so that the pile-soil settlement deformation of the reinforced area is completed in a short time, and the post-construction settlement is effectively prevented.
3. The outer rubber cell of the invention can deform to a certain degree, the poured concrete can be tightly adhered to the sleeve after shrinkage, the use of the whole sleeve cannot be influenced, and the pile body is a double-layer sleeve, so that the inner sleeve cannot be damaged by mutual friction between soil bodies, and the pile forming quality guarantee rate can be improved to a certain extent compared with the pile formed by a common sleeve concrete pile.
4. Compared with common single-layer concrete, the irregular shape of the outer rubber cell chamber can increase the side friction resistance, so that the integral bearing capacity of the pile is improved, and the quality of the pile foundation is improved.
5. The double-layer sleeve is designed, and by utilizing double obstruction, different geological environments, namely different soil body properties, underground water and the like can be generally coped with, the erosion to the concrete pile body in the double-layer sleeve is realized, and the durability of the pile foundation is improved.
6. The drainage plate arranged in the invention can drain accumulated water in a soil layer occurring in the service period of the pile foundation in time through the drainage system, thereby ensuring the strength and the stability of the pile foundation.
7. The wrinkles of the outer rubber cell groups can generate frictional resistance facing soil bodies with different grain compositions, so that the bearing capacity is provided, the requirement on sites is low, and the applicability is strong.
Drawings
FIG. 1 is a side view of a double-layered sleeve concrete pile;
FIG. 2 is a cross-section AA of FIG. 1;
FIG. 3 is a top view of a double-layered sleeve concrete pile poured with concrete slurry and cement paste;
FIG. 4 is a BB section of FIG. 3;
FIG. 5 is a side view of the bottom connector;
FIG. 6 is a cross section of the bottom connector;
FIG. 7 is a top view of a segmented joint;
FIG. 8 is a cross-section of a segmented joint;
FIG. 9 is a cross-section of a cover plate;
FIG. 10 is a pile foundation deployment scenario;
in the figure, a precast pile tip 1, a bottom connecting piece 2, a lower connecting ring 2-1, a bearing tray 2-2, an upper connecting ring 2-3, a double-layer sleeve 3, an outer layer rubber cell group 4, a rubber connecting belt 4-1, a rubber cell 4-2, a plastic inner barrel 5, a segmented connecting piece 6, an inner ring 6-1, a connecting edge 6-2, an outer ring 6-3, a cover plate 7, a stiffening stirrup 7-1, a main reinforcement 7-2, a concrete cover body 7-3, a roadbed 8, a drain pipe 9, high-strength geotextile 10, a sandstone cushion layer 11, a soft soil layer 12, a hard soil layer 13, a drain board 14 and a double-layer sleeve concrete pile 15.
Detailed Description
The invention is described in further detail below with reference to the figures and specific examples.
As shown in fig. 1 to 9, the present embodiment provides a double-layer casing concrete pile, which is provided with a prefabricated pile tip 1, a bottom connecting member 2, a plurality of double-layer casings 3 and a cover plate 7 from bottom to top; the adjacent double-layer sleeves 3 are connected through a sectional connecting piece 6;
the double-layer sleeve 3 consists of an outer-layer rubber cell group 4 and a plastic inner barrel 5; the outer rubber cell group 4 consists of a rubber connecting belt 4-1 and a rubber cell 4-2; the plastic inner barrel 5 is connected with the rubber cell 4-2 by hot melting through a rubber connecting belt 4-1; before the cement paste is not poured, the single rubber cell 4-2 is connected with the plastic inner barrel 5 in an array annular direction through a connecting band, and the rubber cell 4-2 is extruded into the soil after the cement paste is poured;
the segmented connecting piece 6 consists of an inner ring 6-1, a connecting edge 6-2 and an outer ring 6-3; the inner wall of the inner ring 6-1 is tightly attached to the outer wall of the plastic inner barrel 5, the adjacent sections of double-layer sleeves 3 are glued, and the inner ring 6-1 is connected with the outer ring 6-3 through a connecting edge 6-2;
the bottom connecting piece 2 consists of a lower connecting ring 2-1, a bearing plate 2-2 and an upper connecting ring 2-3; the lower connecting ring 2-1 is inserted into the prefabricated pile tip 1, and the upper connecting ring 2-3 is glued on the inner wall of the plastic inner barrel 5; the bearing tray 2-2 is used for supporting the double-layer sleeve 3;
the cover plate 7 comprises a concrete cover body 7-3, and the concrete cover body 7-3 is provided with a plurality of main reinforcements 7-2 and a plurality of stiffening stirrups 7-1 for enhancing the bearing capacity of the cover plate.
Specifically, the precast pile tip 1 is made of concrete; the bottom connecting piece 2 is made of steel; the plastic inner barrel 5 is a smooth PVC barrel; the outer rubber cell group 4 is made of rubber and can deform to a certain degree; the section of the single rubber cell 4-2 is polygonal or the boundary of the section is in a closed arc shape; the segmented connecting piece 6 is made of steel; the cover plate 7 is prefabricated by reinforced concrete, and the stiffening stirrup 7-1 can extend into the plastic inner barrel 5 to connect the pile body with the cover plate 7.
Specifically, the cell connecting wall at a certain distance from the upper and lower ports of the plastic inner barrel 5 of the rubber cell 4-2 is disconnected, so that the cells are communicated, namely, the outer wall of the rubber cell 4-2 at the contact section of the ports forms a continuous circular ring, the rubber cell 4-2 connected with the bottom connecting piece 2 is wrapped on the edge of the lower disc of the bearing tray 2-2 in a skirt shape by means of the rubber elasticity of the outer wall of the cell, and is subjected to hot melting and gluing to form a sealing structure.
Specifically, the outer wall of the rubber cell 4-2 disconnected and communicated with the cell connecting wall of the adjacent section can be connected with the outer wall of the outer ring 6-3 of the sectional connecting piece 6 in a hot melting way; the outer ring 6-3 can give the rubber cell 4-2 a rigid support to improve its stability.
Specifically, the precast pile toe 1 is of a reinforced concrete structure and is conical, the bottom connecting piece 2 is pre-embedded at the upper part of the precast pile toe 1, and the lower connecting ring 2-1 is embedded into the precast pile toe 1 according to design requirements.
Specifically, the outer diameter of the precast pile tip 1 is slightly larger than the outer diameter of the bearing tray 2-2; before the outer rubber cell set 4 is grouted with cement paste, the outer diameter of the outer rubber cell set 4 is smaller than that of the precast pile tip 1, and after the outer rubber cell set 4 is grouted with the cement paste, the outer diameter of the outer rubber cell set can be expanded to be larger than that of the precast pile tip 1.
The embodiment provides a construction method of the double-layer sleeve concrete pile, which comprises the following steps:
(1) before the double-layer sleeve concrete pile is driven, the smoothness of a driving area is confirmed; lofting in a corresponding area according to a spacing specified by a design drawing;
(2) arranging drainage plates in the soil between the designed piles, and connecting the drainage plates through drainage pipes to form a drainage system, wherein the drainage plates are used for dissipating the ultra-static pore water pressure generated during pipe sinking, so that the strength of the soft soil foundation is effectively improved;
(3) aligning the plastic inner barrel 5 to the bottom connecting piece 2, and using PVC bonding glue to make the outer barrel sleeved on the outer wall of the upper connecting ring 2-3; opening the rubber cells 4-2 at the end of the bearing tray 2-2, wrapping the outer wall of the rubber cells on the edge of the lower tray of the bearing tray 2-2, and connecting and sealing the rubber cells and the lower tray by using glue or hot melting;
(4) stripping a rubber connecting belt 4-1 at a port of the plastic inner barrel 5, coating glue on the inner wall of an inner ring 6-1 of a segmented connecting piece 6, placing the glue on the outer wall of the port of the plastic inner barrel 5, covering the rubber connecting belt 4-1 on the outer wall of the inner ring 6-1 of the segmented connecting piece 6, and simultaneously fixing the outer wall of a rubber cell 4-2 communicated after the cell connecting wall is cut off on the outer wall of an outer ring 6-3 in a hot melting manner, so that adjacent sections of double-layer sleeves 3 are connected;
(5) the double-layer sleeve concrete pile which is connected and fixed with the pile tip is pulled into the steel immersed tube from the bottom of the steel immersed tube of a pile driver by the pile driver, so that the double-layer sleeve concrete pile and the steel immersed tube are vertical, the pile driver drives the steel immersed tube and the double-layer sleeve concrete pile to the designed depth through static pressure, water is injected into a plastic inner barrel 5, the steel immersed tube is pulled out by a traction cable, the water is continuously injected while pulling out, and the prefabricated pile tip 1 and the connected double-layer sleeve 3 are left in a foundation;
(6) after the steel pipe is pulled out, pile cutting and cleanliness treatment are carried out on the ultrahigh part double-layer casing 3;
(7) after the regional casing pipe is drilled, pumping out water which is filled in the plastic inner barrel 5 and prevents the pile foundation from floating upwards and the outer wall from deforming too much, and then carrying out overall quality detection on the casing pipe;
(8) pouring fluid concrete in the plastic inner barrel 5, fully vibrating and compacting by using a special vibrating bar after pouring until the concrete is compacted to fill the whole plastic inner barrel 5, and pouring cement paste into the outer rubber cell group 4 to expand and fill a gap between a pile body and soil generated when the pipe is immersed;
(9) after the sampling quality detection is finished, constructing a concrete cover plate 7;
(10) paving a sandstone cushion layer on the top surface of the cover plate 7, and embedding the high-strength geotextile and the drain pipe of the drain board therein; and after the drainage system dissipates the ultra-static pore water pressure, connecting the drainage plate with a drainage ditch to finish the pile type composite roadbed reinforcement.
Fig. 10 shows a pile foundation arrangement scene of the present invention, as shown in fig. 10, a double-layer sleeve concrete pile 15 is driven to penetrate through a soft soil layer 12 to a hard soil layer 13, a drainage plate 14 is pre-laid between the piles, and a gravel cushion layer 11, a high-strength geotextile 10, a drainage pipe 9 and a roadbed 8 are sequentially laid above the double-layer sleeve concrete pile 15.
The technical principle of the present invention is described above in connection with specific embodiments. The description is made for the purpose of illustrating the principles of the invention and should not be construed in any way as limiting the scope of the invention. Based on the explanations herein, those skilled in the art will be able to conceive of other embodiments of the present invention without inventive effort, which would fall within the scope of the present invention.
Claims (10)
1. The utility model provides a double-deck sleeve pipe concrete pile which characterized in that: a prefabricated pile tip (1), a bottom connecting piece (2), a plurality of double-layer sleeves (3) and a cover plate (7) are arranged from bottom to top; the adjacent double-layer sleeves (3) are connected through a sectional connecting piece (6);
the double-layer sleeve (3) consists of an outer-layer rubber cell group (4) and a plastic inner barrel (5); the outer rubber cell chamber group (4) consists of a rubber connecting belt (4-1) and rubber cell chambers (4-2); the plastic inner barrel (5) is connected with the rubber cell chamber (4-2) by utilizing a rubber connecting belt (4-1) through hot melting; before the cement paste is not poured, the single rubber cell (4-2) is connected with the plastic inner barrel (5) in an array annular direction through a connecting band, and the rubber cell (4-2) is extruded into the soil after the cement paste is poured;
the segmented connecting piece (6) consists of an inner ring (6-1), a connecting edge (6-2) and an outer ring (6-3); the inner wall of the inner ring (6-1) is tightly attached to the outer wall of the plastic inner barrel (5), the adjacent sections of double-layer sleeves (3) are glued, and the inner ring (6-1) is connected with the outer ring (6-3) through the connecting edge (6-2);
the bottom connecting piece (2) consists of a lower connecting ring (2-1), a bearing plate (2-2) and an upper connecting ring (2-3); the lower connecting ring (2-1) is inserted into the precast pile tip (1), and the upper connecting ring (2-3) is glued on the inner wall of the plastic inner barrel (5); the bearing tray (2-2) is used for supporting the double-layer sleeve (3);
the cover plate (7) comprises a concrete cover body (7-3), and the concrete cover body (7-3) is provided with a plurality of main reinforcements (7-2) and a plurality of stiffening stirrups (7-1).
2. A double-layered sleeve concrete pile according to claim 1, characterized in that: the precast pile tip (1) is made of concrete; the bottom connecting piece (2) is made of steel; the plastic inner barrel (5) is a smooth PVC barrel; the outer rubber cell group (4) is made of rubber and can deform to a certain degree; the segmented connecting piece (6) is made of steel; the cover plate (7) is prefabricated by reinforced concrete, and the stiffening stirrups (7-1) can extend into the plastic inner barrel (5) to connect the pile body and the cover plate (7).
3. A double-layered sleeve concrete pile according to claim 1, characterized in that: the section of the single rubber cell (4-2) is polygonal or the boundary of the section is in a closed arc shape.
4. A double-layered sleeve concrete pile according to claim 1, characterized in that: the cell connecting wall at a certain distance from the upper and lower ports of the plastic inner barrel (5) of the rubber cell (4-2) is disconnected, so that all the cells are communicated, namely, the outer wall of the rubber cell (4-2) at the contact section of the ports forms a continuous ring, the rubber cell (4-2) connected with the bottom connecting piece (2) is wrapped on the edge of the lower disc of the bearing tray (2-2) in a skirt shape by means of the rubber elasticity of the outer wall of the cell, and is glued by hot melting to form a sealing structure.
5. A double-layer sleeve concrete pile according to claim 4, characterized in that: the outer wall of the rubber cell (4-2) which is disconnected and communicated with the connecting wall of the adjacent cell is connected to the outer wall of the outer ring (6-3) of the sectional connecting piece (6) in a hot melting way; the outer ring (6-3) is capable of giving the rubber cell (4-2) a rigid support to improve its stability.
6. A double-layered sleeve concrete pile according to claim 1, characterized in that: the precast pile tip (1) is of a reinforced concrete structure and is conical, the bottom connecting piece (2) is pre-embedded at the upper part of the precast pile tip (1), and the lower connecting ring (2-1) is embedded into the precast pile tip (1) according to design requirements.
7. A double-layered sleeve concrete pile according to claim 1, characterized in that: the outer diameter of the precast pile tip (1) is slightly larger than that of the bearing tray (2-2); before the outer rubber cell group (4) is filled with cement paste, the outer diameter of the outer rubber cell group is smaller than that of the precast pile tip (1), and after the cement paste is filled, the outer diameter of the outer rubber cell group (4) can be expanded to be larger than that of the precast pile tip (1).
8. A method of constructing a double-layered sleeve concrete pile according to any one of claims 1 to 7, comprising the steps of:
(1) before the double-layer sleeve concrete pile is driven, the smoothness of a driving area is confirmed; lofting in a corresponding area according to a spacing specified by a design drawing;
(2) arranging drainage plates in the soil between the designed piles, and connecting the drainage plates through drainage pipes to form a drainage system, wherein the drainage plates are used for dissipating the ultra-static pore water pressure generated during pipe sinking, so that the strength of the soft soil foundation is effectively improved;
(3) aligning the plastic inner barrel (5) to the bottom connecting piece (2), and using PVC bonding glue to enable the plastic inner barrel to be sleeved on the outer wall of the upper connecting ring (2-3); spreading the rubber cells (4-2) at the end of the bearing tray (2-2) open, wrapping the outer wall of the rubber cells on the edge of the lower tray of the bearing tray (2-2), and connecting and sealing the rubber cells and the lower tray by glue or hot melting;
(4) stripping a rubber connecting belt (4-1) at the port of the plastic inner barrel (5), coating glue on the inner wall of an inner ring (6-1) of the segmented connecting piece (6), placing the glue on the outer wall of the port of the plastic inner barrel (5), covering the rubber connecting belt (4-1) on the outer wall of the inner ring (6-1) of the segmented connecting piece (6), and simultaneously fixing the outer wall of a rubber cell (4-2) which is communicated after the cell connecting wall is cut off on the outer wall of an outer ring (6-3) in a hot melting manner to connect adjacent sections of double-layer sleeves (3);
(5) the double-layer sleeve concrete pile which is connected and fixed with the pile tip is pulled into the steel immersed tube from the bottom of the steel immersed tube of a pile driver by the pile driver, so that the double-layer sleeve concrete pile is vertical to the steel immersed tube, the pile driver drives the steel immersed tube and the double-layer sleeve concrete pile to the designed depth through static pressure, water is injected into a plastic inner barrel (5), the steel immersed tube is pulled out by a traction cable, water is continuously injected while pulling out, and the prefabricated pile tip (1) and the connected double-layer sleeve (3) are left in a foundation;
(6) after the steel pipe is pulled out, pile cutting and cleanliness treatment are carried out on the ultrahigh part double-layer casing pipe (3);
(7) after the regional casing pipe is drilled, pumping out water which is filled in the plastic inner barrel (5) and prevents the pile foundation from floating upwards and the outer wall from deforming too much, and then carrying out overall quality detection on the casing pipe;
(8) pouring fluid concrete in the plastic inner barrel (5), fully vibrating and compacting by using a special vibrating rod after pouring until the concrete is compacted to fill the whole plastic inner barrel (5), and pouring outer rubber cell chamber group (4) by using cement paste to expand and fill a gap between a pile body and soil generated when the pipe is immersed;
(9) after the sampling quality detection is finished, constructing a concrete cover plate (7);
(10) paving a sand-stone cushion layer on the top surface of the cover plate (7), and embedding the high-strength geotextile and the drain pipe of the drain board; and after the drainage system dissipates the ultra-static pore water pressure, connecting the drainage plate with a drainage ditch to finish the pile type composite roadbed reinforcement.
9. Construction method according to claim 8, characterized in that the concrete on top of the double-walled sleeve (3) is cleaned and sufficiently roughened before the cover plate (7) is poured, so as to facilitate the effective connection of the cover plate (7) with the double-walled sleeve (3), and then the connection pouring of the concrete cover plate (7) is performed.
10. The construction method according to claim 8, wherein after all the pile bodies are poured, sampling is performed to perform low strain detection and static load test so as to ensure the integrity requirement of the pile bodies and the bearing capacity requirement of the single pile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111167016.8A CN113863289A (en) | 2021-10-01 | 2021-10-01 | Double-layer sleeve concrete pile and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111167016.8A CN113863289A (en) | 2021-10-01 | 2021-10-01 | Double-layer sleeve concrete pile and construction method thereof |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN113863289A true CN113863289A (en) | 2021-12-31 |
Family
ID=79001697
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202111167016.8A Withdrawn CN113863289A (en) | 2021-10-01 | 2021-10-01 | Double-layer sleeve concrete pile and construction method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113863289A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114753361A (en) * | 2022-04-29 | 2022-07-15 | 深圳市交通公用设施建设中心 | Pile foundation steel casing capable of controlling stratum deformation and construction method thereof |
| CN115387337A (en) * | 2022-08-16 | 2022-11-25 | 浙江大学 | Construction method of prefabricated pipe pile with pile side self-expansion expander |
-
2021
- 2021-10-01 CN CN202111167016.8A patent/CN113863289A/en not_active Withdrawn
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114753361A (en) * | 2022-04-29 | 2022-07-15 | 深圳市交通公用设施建设中心 | Pile foundation steel casing capable of controlling stratum deformation and construction method thereof |
| CN114753361B (en) * | 2022-04-29 | 2024-04-30 | 深圳市交通公用设施建设中心 | Pile foundation steel pile casing capable of controlling stratum deformation and construction method thereof |
| CN115387337A (en) * | 2022-08-16 | 2022-11-25 | 浙江大学 | Construction method of prefabricated pipe pile with pile side self-expansion expander |
| CN115387337B (en) * | 2022-08-16 | 2024-05-28 | 浙江大学 | Construction method of prefabricated pipe pile with pile side self-expansion expander |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102433876B (en) | Multi-compartment casing composite pile and construction method thereof | |
| CN103074891B (en) | Double-layer plastic sleeve bulk material and concrete stiffness core composite pile and construction method thereof | |
| CN109972659B (en) | Novel municipal inspection well structure and construction method | |
| US20140026518A1 (en) | Construction method for root-type foundation anchorage and bored, root-type cast in-situ pile with anchor bolts | |
| CN113863289A (en) | Double-layer sleeve concrete pile and construction method thereof | |
| CN108678000B (en) | U-shaped retaining structure for roadbed underpass highway and construction method thereof | |
| CN102888830B (en) | Plastic water channel and construction method thereof | |
| CN106988343A (en) | A kind of town road pipeline protection structure and its construction method | |
| CN112048955B (en) | Construction method for backfilling gravel roadbed | |
| CN110700291A (en) | Combined retaining structure and construction method thereof | |
| CN107805987A (en) | The hassock layer Foam lightweight soil road structure and construction method in deep soft foundation section | |
| CN105274922A (en) | Anti-slide tie-steel pipe pile composite structure for repairing cave-in roadbed and method | |
| CN108951334B (en) | Construction method of road subgrade structure | |
| CN104294823B (en) | A kind of construction method of pile for prestressed pipe anti-floating pile raft structure | |
| CN111335297A (en) | Steel pipe pile structure | |
| CN113323017B (en) | Construction method of side wall fertilizer groove foam concrete backfill system | |
| CN112681043B (en) | Roadbed splicing widening structure and construction method | |
| CN106836034B (en) | High-fill cover plate culvert flexible load shedding system and construction method | |
| CN109306707B (en) | Old road widening structure and construction method | |
| CN108914959B (en) | Foundation structure suitable for mountain house building and construction method thereof | |
| CN214497785U (en) | Hollow block rainwater infiltration inspection shaft | |
| CN215758302U (en) | High liquid limit soil roadbed structure | |
| CN112575638B (en) | Roadbed reinforcing structure adopting steel reinforcement cage bamboo shoot piles and construction process of roadbed reinforcing structure | |
| CN111997030B (en) | Soft soil reinforcing and curing method | |
| CN212128696U (en) | Road bridge links up mixed light dirt road bed structure of section bubble |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| WW01 | Invention patent application withdrawn after publication |
Application publication date: 20211231 |
|
| WW01 | Invention patent application withdrawn after publication |