CN109339038B - Cast-in-situ wedge-shaped pipe wall opening hollow pile and construction method thereof - Google Patents
Cast-in-situ wedge-shaped pipe wall opening hollow pile and construction method thereof Download PDFInfo
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- CN109339038B CN109339038B CN201811376821.XA CN201811376821A CN109339038B CN 109339038 B CN109339038 B CN 109339038B CN 201811376821 A CN201811376821 A CN 201811376821A CN 109339038 B CN109339038 B CN 109339038B
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- 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
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- 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
- E02D5/48—Piles varying in construction along their length, i.e. along the body between head and shoe, e.g. made of different materials along their length
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- 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
- E02D5/72—Pile shoes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
Abstract
The invention relates to a cast-in-situ wedge-shaped pipe wall opening hollow pile and a construction method thereof, which are characterized in that: the cast-in-situ wedge pipe wall opening hollow pile comprises a concrete pile body and an annular pile tip, wherein the pipe wall section of the concrete pile body is wedge-shaped, the construction is assisted through an annular immersed tube, a vibrating ring, a distance monitor, a symmetrical pouring opening and a top steel ring are arranged in the annular immersed tube, a top overflow opening is formed in the top steel ring, the annular pile tip is arranged at the bottom end of the annular immersed tube, when the concrete pile body is poured, concrete is poured into the annular immersed tube, and the annular immersed tube is pulled out while vibrating and stirring by the vibrating ring, so that the friction resistance of the outer wall of the pile can be improved, the friction resistance of the inner wall of the pile can be fully utilized and developed, the bearing capacity of the pile body is further improved, the flow sinking of the concrete is accelerated through the vibrating ring, the original wedge-shaped tube shape of the annular immersed tube is ensured in the lifting process, broken piles and pile falling off are prevented, the concrete is kept full, and the bearing capacity and the integrity of the pile are enhanced through the means.
Description
Technical Field
The invention relates to the field of pile foundations in foundation engineering, in particular to a cast-in-situ wedge-shaped pipe wall opening hollow pile and a construction method thereof, which can improve the bearing capacity of the pile foundation and the filling degree of concrete and improve the immersed tube quality and the utilization rate.
Background
With the continuous advancement of urban and modern processes, traffic engineering plays an increasingly important role in life. The development of the transportation in China is in the key period of optimizing the network layout, and the transformation period of upgrading quality and efficiency and upgrading is about to enter a new modern construction stage. While the construction of the four-way road brings a series of convenience for human life, various pile foundations are generated, the requirements of different geology and landforms on piles are different, and the most complex requirement on various bearing capacities of pile foundation engineering is a flood beach area.
Highway piles in the flood beach area need to bear various forces such as vertical bearing capacity, horizontal load and the like, and meanwhile, the soil is soft and high in water content. The existing highway opening pipe pile has the characteristic of bearing transverse acting force. In addition, most of the existing cast-in-situ concrete piles are solid, and the defects of low friction resistance end resistance, poor quality, material waste, high cost and the like of the cast-in-situ concrete piles exist. The pile driver can not adapt to stratum changes, the depth of penetration can not fully meet the design requirement, when the stratum sand layer is thicker, the pile driver often crushes the pile head of the pile to be poured to form an accident pile, and the pile pouring main reinforcement is generally a prestressed steel wire, can not be effectively connected with a bearing platform, and in addition, the cost of the pile is increased by connecting reinforcing steel bars. In the process of cast-in-situ pile, the traditional cast-in-situ solid pile has large concrete consumption and high cost; the traditional cast-in-situ hollow pile has large soil taking workload, cannot consider the action of a soil core, and easily breaks piles in the pipe lifting process.
Aiming at the problems, the existing cast-in-situ pile adopts the patent number of CN201730091, namely a cast-in-situ pile, the construction process of cast-in-situ pile is simplified by utilizing a prefabricated pile core and a cement composite soil solidification layer, or the existing cast-in-situ pile adopts the patent number of CN200964587, namely a immersed tube filling club-footed pile, and the bearing capacity of the pile body is increased by utilizing a club-footed part. However, the cast-in-situ pile with the patent number of CN201730091 is internally provided with a prefabricated pile core, so that no internal friction exists, the bearing capacity of the cast-in-situ pile is further improved, and the shape and the size of the expanded bottom part of the immersed tube cast-in-situ pile disclosed by the patent number of CN200964587 are uncertain, so that the application of the cast-in-situ pile is limited. The two pile types also fail to solve the problem of easy pile breakage.
Disclosure of Invention
The invention aims to overcome the defects and provides a cast-in-situ hollow pile with an opening in a wedge-shaped pipe wall and a construction method thereof. The invention also aims to provide a immersed tube manufacturing technology applied to wedge-shaped cast-in-place concrete, and the aim of the invention can be achieved by the following technical scheme:
the invention relates to a cast-in-situ wedge-shaped pipe wall opening hollow pile which comprises a concrete pile body and an annular pile tip, wherein the concrete pile body adopts a tubular structure with an opening in the middle, the section of the pipe wall is wedge-shaped, the thickness of the pipe wall is gradually reduced from top to bottom, and the annular pile tip is fixed at the bottom of the concrete pile body.
Preferably, the top surface of the annular pile tip is provided with a plurality of bending steel bars, and the tops of the bending steel bars are in a bending shape.
Preferably, at least four bending steel bars are arranged, and the bending steel bars are uniformly distributed on the top surface of the annular pile tip according to the circumference by taking the vertical axis of the annular pile tip as the center of a circle.
The construction method of the cast-in-situ hollow pile with the wedge-shaped pipe wall opening adopts the annular immersed pipe with the wedge-shaped section for auxiliary construction, and comprises the following steps of,
s1: the inner wall of the annular immersed tube is welded in sections, an electric wire through slot hole is reserved in the inner wall of the annular immersed tube, and a connecting steel rod is welded on the outer side of the inner wall of each section of annular immersed tube;
s2: the method comprises the steps of welding the outer wall of an annular immersed tube in a segmented mode, wherein reserved holes are formed in the outer wall at positions corresponding to connecting steel rods, wire through long holes and vertical rib through long holes are reserved in each outer wall, during welding, the connecting steel rods are in butt joint with the corresponding reserved holes, a vibration ring is placed, the wire through long holes are connected with the wire through vibration ring, the annular immersed tube is formed after the outer wall is welded, pouring ports communicated with the inner space of the annular immersed tube are formed in the outer wall, vertical ribs are arranged at the positions of the vertical rib through long holes, the wires are connected with an external power supply, annular ribs are arranged on the outer side of the outer wall of the annular immersed tube, and the top steel ring is covered on the top of the annular immersed tube;
s3: prefabricating an annular pile tip, arranging bending steel bars on the upper surface of the annular pile tip, and fixing the bottom end of the annular immersed tube with the top surface of the annular pile tip;
s4: the annular immersed tube is immersed into the soil to the designed depth, concrete is poured through a pouring opening until the filling coefficient meets the requirement, a power supply device is started, the annular immersed tube is pulled up, and the concrete is vibrated through a vibrating ring while the annular immersed tube is pulled up;
s5: after the annular immersed tube is completely pulled out, the power supply device is turned off, whether the height of the top surface of the concrete meets the requirement is observed, and if the height of the top surface of the concrete is too low, concrete is continuously added; and otherwise, taking out a proper amount of concrete, and forming a concrete pile body after the concrete is finally set, thereby completing the construction of the single pile.
Preferably, the vibrating rings in the step S2 are arranged in a staggered manner, and vibrating rings are arranged at positions close to the inner wall and the outer wall of the annular immersed tube.
Preferably, the lower surface of the top steel ring in the S2 is provided with two steel ring slots, the sizes of the two steel ring slots are respectively matched with the sizes of the top end parts of the inner wall and the outer wall of the annular immersed tube, the center of the top steel ring is provided with a top overflow port, and the top ends of the inner wall and the outer wall of the annular immersed tube are respectively inserted into the two steel ring slots.
Preferably, the lower surface of the top steel ring in the S2 is provided with a plurality of distance detectors, and the distance detectors are connected with an external display screen; and S4, detecting whether the distance between the top of the annular sinking pipe and the top surface of the concrete is matched with the sinking distance of the annular sinking pipe in real time when the annular sinking pipe is pulled up, so as to judge the filling degree of the concrete, if the concrete is too full, accelerating the pulling-up speed of the annular sinking pipe or slowing down the vibration frequency of the vibration ring, and conversely, slowing down the pulling-up speed of the annular sinking pipe or speeding up the vibration frequency of the vibration ring.
Preferably, in the step S3, two pile tip slots are formed in the top surface of the annular pile tip, the dimensions of the two pile tip slots are respectively matched with the dimensions of the bottom end portions of the inner wall and the outer wall of the annular immersed tube, and the bottom ends of the inner wall and the outer wall of the annular immersed tube are respectively inserted into the two pile tip slots.
Preferably, the height of each section of annular immersed tube monomer is 3m, a connecting steel rod is arranged between the inner wall and the outer wall of each section of annular immersed tube monomer, annular ribs are arranged on the outer side of each section of annular immersed tube monomer, and vertical ribs are arranged on the outer wall of each section of annular immersed tube monomer.
Preferably, the height of the inner wall of each section of annular immersed tube in the step S1 is 3m; and S2, the height of the outer wall of each section of annular immersed tube is 3m, connecting steel rods are arranged between the inner wall and the outer wall of each section of annular immersed tube, the connecting steel rods are arranged at the height position of 1.5m of the inner wall and the outer wall of each section of annular immersed tube, four connecting steel rods are arranged at each layer, and the connecting steel rods with the same horizontal height are uniformly arranged at intervals at an included angle of 90 degrees.
Preferably, in S4, the annular immersed tube sinking is completed by hammering or static pressure.
Compared with the prior art, the technical scheme provided by the invention has the following beneficial effects:
(1) According to the invention, when the annular sinking pipe is pulled out, the vibration ring is utilized to accelerate the flow sinking of concrete, so that the shape of the original wedge-shaped pipe of the concrete is kept in the lifting process of the annular sinking pipe, the pile breaking and pile disengaging are prevented, the concrete is filled, and the integrity of the cast-in-place pile is ensured;
(2) In the construction process, the annular ribs and the vertical ribs are added on the outer side of the annular immersed tube, so that extrusion deformation is prevented, the compressive strength of the annular immersed tube is enhanced, and the utilization rate of the annular immersed tube is improved;
(3) After the pipe wall of the concrete pile body is wedge-shaped, the external wall friction can be improved, the internal wall friction can be fully utilized and developed, and the bearing capacity of the pile body is further improved.
Drawings
FIG. 1 is a cross-sectional view of a cast-in-situ wedge-shaped pipe wall open hollow pile;
FIG. 2 is an auxiliary device for cast-in-situ wedge-shaped pipe wall opening hollow pile construction;
FIG. 3 is a schematic view of the structure of the top steel ring of the annular immersed tube of the cast-in-situ wedge-shaped tube wall opening hollow pile;
FIG. 4 is a top view of the top steel ring of the cast-in-place wedge-shaped pipe wall open hollow pile;
FIG. 5 is a schematic view of the inner wall of an annular immersed tube of a cast-in-situ wedge-shaped tube wall open hollow pile;
FIG. 6 is a schematic illustration of the outer wall of an annular immersed tube of a cast-in-place wedge-shaped tube wall open hollow pile;
FIG. 7 is a schematic view of an annular pile tip of a cast-in-situ wedge-shaped pipe wall open hollow pile;
FIG. 8 is a schematic view of an assembled annular immersed tube with cast-in-situ wedge-shaped tube wall opening hollow pile;
FIG. 9 is a construction process diagram of a cast-in-situ wedge-shaped pipe wall opening hollow pile;
fig. 10 is a schematic view of a cast-in-place concrete riser for a hollow pile with an opening in the wall of the cast-in-place wedge-shaped pipe.
The drawings are marked: 1-a concrete pile body; 2-annular immersed tube; 3-annular pile tips; 4-vibrating ring; 5-a wire through slot; 6-vertical rib through long holes; 7-a power supply device; 8-a distance detector; 9-top steel ring; 10-connecting steel rods; 11-top overflow; 12-pouring the mouth; 13-circumferential ribs; 14-vertical ribs; 15-pile tip slots; 16-steel ring slots; 17-bending the steel bar; 18-preformed holes; 19-a display screen; 21-inner wall; 22-outer wall.
Detailed Description
The invention will be further understood by reference to the following examples which are given to illustrate the invention but are not intended to limit the scope of the invention.
The invention relates to a cross section of a cast-in-situ wedge-shaped pipe wall opening hollow pile, which is shown in the attached figure 1, and comprises a concrete pile body 1 and an annular pile tip 3, wherein the concrete pile body 1 adopts a tubular structure with an opening in the middle, the pipe wall section of the concrete pile body 1 is wedge-shaped, the pipe wall thickness is gradually reduced from top to bottom, the annular pile tip 3 is fixed at the bottom of the concrete pile body 1, four bending steel bars 17 are arranged on the top surface of the annular pile tip 3, the bending steel bars 17 take the vertical axle center of the annular pile tip 3 as the circle center and are uniformly distributed on the top surface of the annular pile tip 3 according to the circumference, the top of the bending steel bars 17 is in a bent shape, and the bending steel bars 17 are inserted into the bottom end of the concrete pile body 1, so that the connection strength of the concrete pile body 1 and the annular pile tip 3 is increased. After the concrete pile body 1 is driven into soil, the section of the pipe wall of the concrete pile body 1 is in a wedge-shaped structure, and compared with a straight-cylinder-shaped pipe pile with the same height, the pile body 1 has larger contact area with soil, so that the side friction resistance is larger; secondly, the outside of the concrete pile body 1 and the opening position of the center of the concrete pile body 1 are both provided with soil, namely, the inner side and the outer side of the concrete pile body 1 are both subjected to friction resistance, compared with a solid cast-in-situ concrete pile, the consumption of concrete is reduced, the friction resistance is further enhanced, and therefore, the bearing capacity of the concrete pile is further enhanced.
The hollow pile with the opening of the cast-in-situ wedge-shaped pipe wall is constructed by the device shown in figure 2, and the auxiliary device comprises an annular immersed pipe 2 with a wedge-shaped section. The annular immersed tube 2 comprises inner and outer walls, the inner and outer walls are connected with each other through a connecting steel rod 10, the inner and outer walls of the annular immersed tube 2 are respectively provided with an electric wire through long hole 5 as shown in the attached drawings 2 and 5, electric wires are arranged in the electric wire through long holes 5, the outer wall 22 of the annular immersed tube 2 is provided with a vertical rib through long hole 6, the vertical rib through long hole 6 is internally provided with a vertical rib 14, the outer side of the outer wall 22 of the annular immersed tube 2 is provided with annular ribs 13 and symmetrical pouring ports 12 communicated with the inner space of the annular immersed tube 2, vibrating rings 4 arranged in staggered layers are arranged in the annular immersed tube 2, and the vibrating rings 4 are electrically connected with an external power supply device 7 through electric wires penetrating through the electric wire through long holes 5. The top of annular immersed tube 2 is covered with top steel ring 9, combine the fig. 2~4 to show, the center of top steel ring 9 is equipped with top overflow mouth 11, the lower surface of top steel ring 9 is equipped with twice steel ring slot 16, the size of twice steel ring slot 16 respectively with the inside and outside wall top part's of annular immersed tube 2 size phase-match, the top of the inside and outside wall of annular immersed tube 2 inserts respectively in twice steel ring slot 16, the lower surface of top steel ring 9 is equipped with a plurality of distance detector 8, distance detector 8 is connected with external display screen during the construction. The annular pile tip 3 is arranged at the bottom of the annular immersed tube 2, and as shown in fig. 7, two pile tip slots 15 are formed in the top surface of the annular pile tip 3, the sizes of the two pile tip slots 15 are respectively matched with the sizes of the bottom end parts of the inner wall and the outer wall of the annular immersed tube 2, and the bottom ends of the inner wall and the outer wall of the annular immersed tube 2 are respectively inserted into the two pile tip slots 15.
The construction method for constructing the hollow pile with the cast-in-situ wedge-shaped pipe wall opening by adopting the auxiliary device comprises the following steps:
step one: the inner wall 21 of the annular immersed tube 2 is welded in sections, the inner wall 21 of the annular immersed tube 2 is formed by welding a plurality of sections of annular steel tubes with the height of 3m up and down, the diameters of the annular steel tubes of each section are all increased from top to bottom, the diameters of the bottom ends and the diameters of the top ends of the annular steel tubes adjacent up and down are matched with each other, an electric wire through long hole 5 is reserved in the inner wall 21 of the annular immersed tube 2, connecting steel rods 10 are welded on the outer side of the inner wall 21 of each section of annular immersed tube, the connecting steel rods 10 are arranged at the height position of 1.5m of the inner wall 21 of each section of annular immersed tube 2, four connecting steel rods 10 are arranged on each layer, and the connecting steel rods 10 with the same horizontal height are uniformly arranged at intervals every 90 DEG included angle;
step two: the combined attachment 6 shows that the outer wall 22 of the annular immersed tube 2 is formed by splicing a plurality of sections of annular steel tubes with the height of 3m up and down, the size of the annular steel tube forming the outer wall 22 of the annular immersed tube is larger than that of the annular steel tube forming the inner wall 21 of the annular immersed tube, the diameters of the annular steel tube which are adjacent up and down are reduced from top to bottom, the diameters of the bottom ends of the annular steel tubes which are adjacent up and down are matched with the diameters of the top ends, the annular immersed tube outer wall 22 is provided with reserved holes 18 at the positions corresponding to the connecting steel rods 10, each section of annular immersed tube outer wall 22 is reserved with an electric wire through long hole 5 and a vertical rib through long hole 6, the outer wall 22 of the annular immersed tube 2 is welded in a segmented mode, the connecting steel rods 10 are butted with the corresponding reserved holes 18 during welding, and the vibrating ring 4 is placed at the designed height position, the electric wire through long holes 5 are led into the electric wire connection vibration ring 4, the outer wall 22 is welded to form an annular immersed tube 2, a pouring opening 12 communicated with the inner space of the annular immersed tube 2 is formed in the outer wall 22, vertical ribs 14 are arranged at the positions of the vertical rib through long holes 6, the electric wire is connected with an external power supply 7, annular ribs 13 are arranged on the outer sides of the outer wall 22 of the annular immersed tube 2, the arrangement of the annular ribs 13 and the vertical ribs 14 reduces the extrusion damage of soil bodies to the immersed tube, the immersed tube with the inner wall and the outer wall being an integral body is formed, the stability is improved, the strength is improved, the life of the immersed tube is prolonged, the economic benefit is improved, the top steel ring 9 is covered on the top of the annular immersed tube 2, the top ends of the inner wall and the outer wall of the annular immersed tube 2 are respectively inserted into the steel ring slots 16, and the distance detector 8 is arranged on the lower surface of the top steel ring 9;
step three: referring to fig. 7, prefabricating an annular pile tip 3, arranging bent steel bars 17 on the upper surface of the annular pile tip 3, connecting the bottom end of an annular immersed tube 2 with the top surface of the annular pile tip 3, and respectively inserting the bottom ends of the inner wall and the outer wall of the annular immersed tube 2 into two pile tip slots 15 when connecting, wherein the auxiliary equipment for constructing the hollow pile with the cast-in-situ wedge-shaped pipe wall opening is assembled, as shown in fig. 8;
step four: 2, 9 and 10, adopting hammering or static pressure to finish sinking the annular sinking pipe 2, sinking the annular sinking pipe 2 into the soil to a designed depth, connecting a distance detector 8 and a display screen 19, pouring concrete to the depth through a pouring opening 12 until the filling coefficient meets the requirement, starting a power supply device 7 and pulling up the annular sinking pipe 2, vibrating the concrete through a vibrating ring 4 while pulling up the annular sinking pipe 2, avoiding the phenomena that pile breaking, pile removal and actual filling degree of the concrete cannot meet the design requirement when pouring the concrete and pulling up the sinking pipe, and simultaneously detecting whether the distance between the top of the annular sinking pipe 2 and the top surface of the concrete is matched with the sinking distance of the annular sinking pipe 2 in real time so as to judge the filling degree of the concrete, if the filling degree is too high, accelerating the pulling up speed of the annular sinking pipe 2 or slowing down the vibration frequency of the vibrating ring 4, and conversely, slowing down the pulling up the vibration speed of the annular sinking pipe 2 or accelerating the vibration frequency of the vibrating ring 4;
step five: after the annular immersed tube 2 is completely pulled out, the power supply device 7 is turned off, whether the height of the top surface of the concrete meets the requirement is observed, and if the height of the top surface of the concrete is too low, the concrete is continuously added; and otherwise, taking out a proper amount of concrete, and forming a concrete pile body 1 after the concrete is finally solidified, so as to finish the construction of the single pile.
The present invention has been described in detail with reference to the embodiments, but the description is only the preferred embodiments of the present invention and should not be construed as limiting the scope of the invention. All equivalent changes and modifications within the scope of the present invention should be considered as falling within the scope of the present invention.
Claims (7)
1. The construction method of the cast-in-situ wedge-shaped pipe wall opening hollow pile comprises a concrete pile body (1) and an annular pile tip (3), wherein the concrete pile body (1) adopts a tubular structure with an opening in the middle, the pipe wall section is wedge-shaped, the thickness of the pipe wall is gradually reduced from top to bottom, and the annular pile tip (3) is fixed at the bottom of the concrete pile body (1); the top surface of the annular pile tip (3) is provided with a plurality of bending steel bars (17), and the top of the bending steel bars (17) is in a bending shape; the bending steel bars (17) are at least four, and the bending steel bars (17) are uniformly distributed on the top surface of the annular pile tip (3) according to the circumference by taking the vertical axis of the annular pile tip (3) as the center of a circle, and are characterized in that: the cast-in-situ hollow pile with the wedge-shaped pipe wall opening adopts a ring-shaped immersed pipe (2) with a wedge-shaped section for auxiliary construction, which comprises the following steps,
s1: the inner wall (21) of the annular immersed tube is welded in sections, an electric wire through long hole (5) is reserved in the inner wall (21) of the annular immersed tube, and a connecting steel rod (10) is welded on the outer side of the inner wall (21) of each section of annular immersed tube;
s2: the method comprises the steps of welding outer walls (22) of annular immersed tubes in a segmented mode, wherein reserved holes (18) are formed in the positions, corresponding to the connecting steel rods (10), of the outer walls (22), wire through long holes (5) and vertical rib through long holes (6) are reserved in each section of outer walls (22), the connecting steel rods (10) are in butt joint with the corresponding reserved holes (18) during welding, vibration rings (4) are placed, the wire through long holes (5) are communicated with the wire connecting vibration rings (4), annular immersed tubes (2) are formed after the outer walls (22) are welded, pouring openings (12) communicated with the inner space of the annular immersed tubes (2) are formed in the outer walls (22), vertical ribs (14) are formed in the positions of the vertical rib through long holes (6), wire connecting power supply devices (7), annular ribs (13) are arranged on the outer sides of the outer walls (22) of the annular immersed tubes, and top steel rings (9) are covered on the tops of the annular immersed tubes (2);
s3: prefabricating an annular pile tip (3), arranging bending steel bars (17) on the upper surface of the annular pile tip (3), and fixing the bottom end of the annular immersed tube (2) with the top surface of the annular pile tip (3);
s4: the annular immersed tube (2) is immersed into the soil to the designed depth, concrete is poured through the pouring opening (12) until the filling coefficient meets the requirement, the power supply device (7) is started, the annular immersed tube (2) is pulled up, and the concrete is vibrated through the vibrating ring (4) while the annular immersed tube (2) is pulled up;
s5: after the annular immersed tube (2) is completely pulled out, the power supply device (7) is turned off, whether the height of the top surface of the concrete meets the requirement is observed, and if the height of the top surface of the concrete is too low, the concrete is continuously added; and otherwise, taking out a proper amount of concrete, and forming a concrete pile body (1) after the concrete is finally solidified, thereby completing the construction of the single pile.
2. The construction method of the cast-in-situ wedge-shaped pipe wall opening hollow pile according to claim 1, wherein the construction method comprises the following steps: the vibrating rings (4) in the S2 are arranged in a staggered mode, and the vibrating rings (4) are arranged at the positions close to the inner wall and the outer wall of the annular immersed tube (2).
3. The construction method of the cast-in-situ wedge-shaped pipe wall opening hollow pile according to claim 1, wherein the construction method comprises the following steps: the lower surface of top steel ring (9) in S2 is equipped with twice steel ring slot (16), and the size of twice steel ring slot (16) respectively with the size phase-match of annular immersed tube (2) inside and outside wall top part, the center of top steel ring (9) is equipped with top overflow mouth (11), the top of the inside and outside wall of annular immersed tube (2) inserts respectively in twice steel ring slot (16).
4. The construction method of the cast-in-situ wedge-shaped pipe wall opening hollow pile according to claim 1, wherein the construction method comprises the following steps: the lower surface of the top steel ring (9) in the S2 is provided with a plurality of distance detectors (8), and the distance detectors (8) are connected with an external display screen (19); and S4, detecting whether the distance between the top of the annular immersed tube (2) and the top surface of the concrete is matched with the sinking distance of the annular immersed tube (2) in real time when the annular immersed tube (2) is pulled up, judging the filling degree of the concrete, if the concrete is too full, accelerating the pulling-up speed of the annular immersed tube (2) or slowing down the vibration frequency of the vibration ring (4), and conversely, slowing down the pulling-up speed of the annular immersed tube (2) or accelerating the vibration frequency of the vibration ring (4).
5. The construction method of the cast-in-situ wedge-shaped pipe wall opening hollow pile according to claim 1, wherein the construction method comprises the following steps: in S3, the top surface of annular pile point (3) is equipped with twice pile point slot (15), and the size of twice pile point slot (15) respectively with the size phase-match of annular immersed tube (2) interior outer wall bottom part, in the bottom of annular immersed tube (2) interior outer wall inserts twice pile point slot (15) respectively, every free height of annular immersed tube is 3m, all is equipped with between the free inner and outer wall of every free inner and outer wall of annular immersed tube and connects steel pole (10), and the free outside of every free inner and outer wall of annular immersed tube all is equipped with annular rib (13), and outer wall (22) all are equipped with vertical rib (14).
6. The construction method of the cast-in-situ wedge-shaped pipe wall opening hollow pile according to claim 1, wherein the construction method comprises the following steps: the height of the inner wall (21) of each section of annular immersed tube (2) in the S1 is 3m; and in S2, the height of the outer wall (22) of each section of annular immersed tube (2) is 3m, connecting steel rods (10) are arranged between the inner wall and the outer wall of each section of annular immersed tube (2), the connecting steel rods (10) are arranged at the height position of 1.5m of the inner wall and the outer wall of each section of annular immersed tube (2), four connecting steel rods (10) are arranged at each layer, and the connecting steel rods (10) with the same horizontal height are uniformly arranged at intervals at an included angle of every 90 degrees.
7. The construction method of the cast-in-situ wedge-shaped pipe wall opening hollow pile according to claim 1, wherein the construction method comprises the following steps: and S4, hammering or static pressure is adopted to finish sinking the annular sinking pipe (2).
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Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008156864A (en) * | 2006-12-22 | 2008-07-10 | Sakamoto Shokai:Kk | Construction method for cast-in-place concrete pile |
| CN203924042U (en) * | 2014-05-06 | 2014-11-05 | 宁波职业技术学院 | A kind of stake barrel structure of reducing cylinder stake |
| CN209144798U (en) * | 2018-11-19 | 2019-07-23 | 宁波大学 | Cast-in-place taper pipe wall opening hollow pile |
-
2018
- 2018-11-19 CN CN201811376821.XA patent/CN109339038B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008156864A (en) * | 2006-12-22 | 2008-07-10 | Sakamoto Shokai:Kk | Construction method for cast-in-place concrete pile |
| CN203924042U (en) * | 2014-05-06 | 2014-11-05 | 宁波职业技术学院 | A kind of stake barrel structure of reducing cylinder stake |
| CN209144798U (en) * | 2018-11-19 | 2019-07-23 | 宁波大学 | Cast-in-place taper pipe wall opening hollow pile |
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| CN109339038A (en) | 2019-02-15 |
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