CN107217665B - Anti-pulling thorn pile structure for soft soil and construction method thereof - Google Patents
Anti-pulling thorn pile structure for soft soil and construction method thereof Download PDFInfo
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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
- E02D5/22—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
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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
- E02D5/54—Piles with prefabricated supports or anchoring parts; Anchoring piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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Abstract
The utility model provides a stretch-proofing thorn stake structure and construction method to soft soil texture, includes stake body (1), its characterized in that: the anti-pulling pile is characterized in that a bottom disc (2) is poured at the bottom of the pile body (1), anti-pulling main ribs (5) extending to the outer side of the upper end are arranged in the middle of the pile body (1), a plurality of annular barbed piles (6) are arranged on the outer circumference of the pile body (1) at equal intervals, or a spiral barbed pile (7) is arranged on the outer circumference of the pile body (1), the annular barbed piles (6) or the spiral barbed piles (7) are respectively communicated with a cavity of the pile body (1), and a plurality of auxiliary grouting piles (9) distributed in an annular shape are arranged outside the pile body (1).
Description
Technical Field
The invention relates to a pulling-resistant thorn-shaped pile structure and a construction method thereof, in particular to a pulling-resistant thorn-shaped pile structure aiming at soft soil and a construction method thereof, and belongs to the technical field of building construction equipment.
Background
At present, municipal works, house foundations and the like in cities such as plains, seasides and the like all use a large amount of concrete pile foundation structures, the construction difficulty is higher on soft soil by adopting a traditional method, more importantly, the traditional cylindrical pile structures are easy to loosen and longitudinally slide in the soft soil layer, the defects of serious insufficient tensile resistance, insufficient lateral shear resistance, insufficient dynamic load resistance and the like are caused, and the stability and the reliability of a building foundation are directly influenced. In traditional construction, in order to improve the stability of building foundation in soft soil and increase the friction between the pile body and the soil layer, the depth of the pile body can only be simply increased by common methods, the pile body can deeply penetrate into a foundation soil body as far as possible, the construction difficulty is increased, the construction period is long, the construction cost is high, and the increase of the dead weight of the pile body is unfavorable for the longitudinal stability of the pile body. The settlement is obvious in soft soil, the pulling resistance and the dynamic load resistance are not obviously improved, and the requirements of actual construction cannot be met.
Disclosure of Invention
The invention provides a structure of a tensile pile for soft soil, which is reasonable in structure, free from loosening and longitudinal sliding, improved in tensile performance and dynamic load resistance, and good in stability and reliability of a building foundation, aiming at the defects that the existing tensile pile is simple in structure, the tensile pile on the soft soil is easy to loosen and longitudinally slide, and the stability and reliability of the building foundation are poor due to the insufficient tensile performance and dynamic load resistance.
The second purpose of the invention is to provide a construction method of a structure of a tensile pile for soft soil, which has short construction period, is suitable for tensile pile pulling construction on soft soil, does not have looseness and longitudinal sliding of the tensile pile pulling, improves tensile performance, lateral shear resistance and dynamic load resistance, and has high construction efficiency, aiming at the defects that the existing tensile pile pulling construction method is simple and is not suitable for tensile pile pulling construction of soft soil, the tensile pile pulling construction adopting the traditional method is easy to loosen and longitudinally slide, and the stability and reliability of a building foundation are poor.
In order to achieve the first object, the technical solution of the present invention is: a pile structure with anti-pulling function for soft soil comprises a pile body, wherein a bottom disc is poured at the bottom of the pile body, a reinforcing cage is arranged inside the pile body, an anti-pulling main rib extending to the outer side of the upper end is arranged in the middle of the pile body, the anti-pulling main rib is fixed with the middle of the reinforcing cage, a plurality of annular barbed piles are arranged on the outer circumference of the pile body at equal intervals, or spiral barbed piles are arranged on the outer circumference of the pile body and are respectively communicated with a cavity of the pile body, a plurality of auxiliary grouting piles distributed in an annular shape are arranged outside the pile body, the bottom end of each auxiliary grouting pile is communicated with the annular barbed piles or the spiral barbed piles, auxiliary grouting holes are formed in the upper end of each auxiliary grouting pile, anti-shear steel pipes or other drawing structures distributed in an annular shape are pre-embedded in the upper end of the pile body, an outer template is arranged on the annular wall of the outer side of the upper end of the pile body, the diameter of the bottom disc is 1.5-3 times of the outer diameter of the pile body, the thickness of the bottom disc is 1/6-1/4 times of the outer diameter of the pile body, the outer diameters of the annular spine pile and the spiral spine pile are 1.5-3 times of the outer diameter of the pile body, the spiral spine pile is 1-2 screw pitches, the thicknesses of the annular spine pile and the spiral spine pile are 1/4-1/3 times of the outer diameter of the pile body, the upper end of the pile body is a direct grouting opening, a detection cover plate is arranged on the direct grouting opening, and a detection hole is formed in the detection cover plate.
In order to achieve the second objective, the technical solution of the present invention is: a construction method of a pulling-resistant thorn-shaped pile structure aiming at soft soil is characterized by comprising the following steps:
a. digging pile holes vertically downwards on a foundation soil body according to construction requirements, and when the preset depth is reached, performing support work on the side walls of the pile holes in the large-diameter pile holes, and digging bottom disks with the diameter larger than that of the pile holes at the bottoms of the pile holes;
b. drilling and digging on the outer side wall of the pile hole by using spiral drilling and digging equipment to form a spiral pile pricking cavity, or equally spaced and provided with a plurality of annular pile pricking cavities on the outer side wall of the pile hole by using digging equipment;
c. a plurality of auxiliary grouting pile holes are vertically formed in a foundation soil body around the pile hole, the auxiliary grouting pile holes are annularly distributed by taking the axis of the pile hole as the center of a circle, and the bottom of each auxiliary grouting pile hole is communicated with the spiral pile-stabbing cavity or the annular pile-stabbing cavity;
d. vertically placing the reinforcement cage into the pile hole, wherein the middle part of the pile hole is provided with a pulling-resistant main rib extending to the outer side of the upper end, and the pulling-resistant main rib is fixed with the middle part of the reinforcement cage;
e. then pouring concrete from a direct grouting opening at the upper end opening of the pile hole, when reaching the annular barbed pile or the spiral barbed pile at the lower end, pausing the pouring of the concrete from the direct grouting opening, and beginning to pour concrete mortar into the spiral barbed pile cavity or the annular barbed pile cavity from the auxiliary grouting hole;
f. when the concrete mortar in each auxiliary grouting hole slowly flows in and sinks, the spiral barbed pile cavity or the annular barbed pile cavity is filled with the concrete mortar, and the concrete is poured through the direct grouting opening again;
g. then, when the concrete in the pile hole is about to be poured, shear-resistant steel pipes or other drawing structures which are distributed annularly are pre-embedded in the concrete, and an outer template is arranged on the annular wall on the outer side of the upper end of the pile hole;
h. and finally, pouring concrete into the outer template to finish the pile body pouring of the overground part, and after the concrete is cured and solidified, finishing the construction operation by pulling the anti-puncturing pile structure.
Furthermore, the inner walls of the auxiliary grouting pile holes in the step c are subjected to smoothing treatment, and the depths of a plurality of auxiliary grouting pile holes communicated with the same spiral pile pricking cavity or the annular pile pricking cavity are different.
Furthermore, in the step e, after concrete pouring from the direct grouting opening is suspended, the detection cover plate is covered on the direct grouting opening, and the air flow detection device is installed and connected in the detection hole in the detection cover plate.
The invention has the beneficial effects that:
1. according to the invention, the bottom disc is poured at the bottom of the pile body, so that a good bottom stabilizing effect is achieved, the annular spine piles or the spiral spine piles are arranged on the outer circumference of the pile body at equal intervals, the contact area between the annular spine piles or the spiral spine piles and soft soil around the pile body is increased, and the anchoring and stabilizing effects are improved.
2. According to the invention, a plurality of auxiliary grouting piles are annularly distributed outside the pile body, the bottom ends of the auxiliary grouting piles are communicated with the annular barbed piles or the spiral barbed piles, the spiral barbed pile cavities or the annular barbed pile cavities are fully filled in a manner of pouring concrete mortar into the auxiliary grouting pile holes, and the annular barbed piles or the spiral barbed piles and the pile body are solidified to form an integral structure.
3. The construction method realizes the anti-pulling thorn-shaped pile construction aiming at the soft soil, effectively overcomes the defects caused by the soft soil, prevents the anti-pulling thorn-shaped pile on the soft soil from loosening and longitudinally sliding, improves the anti-pulling performance, the lateral shear resistance and the dynamic load resistance, and has short construction period and high construction efficiency.
Drawings
Figure 1 is a schematic view of the construction of the pile body of the present invention.
Fig. 2 is a schematic structural diagram of a first embodiment of the present invention.
Fig. 3 is a schematic structural diagram of a second embodiment of the present invention.
In the figure: pile body 1, bottom disc 2, steel reinforcement cage 3, steel pipe 4 that shears, anti-drawing main muscle 5, annular thorn stake 6, spiral thorn stake 7, direct grout injection mouth 8, supplementary slip casting stake 9, supplementary slip casting hole 10, exterior sheathing 11, detect apron 12, inspection hole 13.
Detailed Description
The invention is described in further detail below with reference to the following description of the drawings and the detailed description.
Referring to fig. 1 to 3, the pile structure for resisting drawing and stabbing of soft soil according to the present invention includes a pile body 1, and is characterized in that: the bottom of the pile body 1 is poured and provided with a bottom disc 2, a reinforcing cage 3 is arranged inside the pile body 1, the middle of the pile body 1 is provided with an anti-pulling main rib 5 extending to the outer side of the upper end, the anti-pulling main rib 5 is fixed with the middle of the reinforcing cage 3, the outer circumference of the pile body 1 is provided with a plurality of annular barbed piles 6 at equal intervals, or the outer circumference of the pile body 1 is provided with a spiral barbed pile 7, the annular barbed piles 6 or the spiral barbed piles 7 are respectively communicated with the cavity of the pile body 1, the outer part of the pile body 1 is provided with a plurality of auxiliary grouting piles 9 distributed annularly, the bottom end of each auxiliary grouting pile 9 is communicated with the annular barbed piles 6 or the spiral barbed piles 7, the upper end of each auxiliary grouting pile 9 is provided with an auxiliary grouting hole 10, the upper end of the pile body 1 is pre-embedded with shear-resistant steel pipes 4 distributed annularly or other drawing structures, an outer template 11 is arranged on the annular, the diameter of the bottom disc 2 is 1.5-3 times of the outer diameter of the pile body 1, the thickness of the bottom disc 2 is 1/6-1/4 times of the outer diameter of the pile body 1, the outer diameters of the annular thorn pile 6 and the spiral thorn pile 7 are 1.5-3 times of the outer diameter of the pile body 1, the spiral thorn pile 7 has 1-2 screw pitches, the thicknesses of the annular thorn pile 6 and the spiral thorn pile 7 are 1/4-1/3 of the outer diameter of the pile body 1, the upper end of the pile body 1 is a direct grouting opening 8, a detection cover plate 12 is arranged on the direct grouting opening 8, and a detection hole 13 is formed in the detection cover plate 12.
A construction method of a pulling-resistant thorn-shaped pile structure aiming at soft soil comprises the following steps:
a. digging pile holes vertically downwards on a foundation soil body according to construction requirements, and when the preset depth is reached, supporting work of the side walls of the pile holes needs to be done for large-diameter pile holes, and digging bottom discs 2 with the diameter larger than that of the pile holes at the bottoms of the pile holes;
b. drilling and digging on the outer side wall of the pile hole by using spiral drilling and digging equipment to form a spiral pile pricking cavity, or equally spaced and provided with a plurality of annular pile pricking cavities on the outer side wall of the pile hole by using digging equipment;
c. a plurality of auxiliary grouting pile holes 10 are vertically formed in a foundation soil body around the pile holes, the auxiliary grouting pile holes 10 are annularly distributed by taking the axis of the pile hole as the center of a circle, and the bottoms of the auxiliary grouting pile holes 10 are communicated with the spiral pile-stabbing cavity or the annular pile-stabbing cavity;
d. vertically placing the reinforcement cage 3 into a pile hole, arranging a pulling-resistant main reinforcement 5 extending to the outer side of the upper end in the middle of the pile hole, and fixing the pulling-resistant main reinforcement 5 and the middle of the reinforcement cage 3;
e. then pouring concrete from a direct grouting opening 8 at the upper end of the pile hole, when reaching the annular barbed pile 6 or the spiral barbed pile 7 at the lower end, pausing the pouring of the concrete from the direct grouting opening 8, and beginning to pour concrete mortar into the spiral barbed pile cavity or the annular barbed pile cavity from the auxiliary grouting hole 10;
f. when the concrete mortar in each auxiliary grouting hole 10 slowly flows into and sinks, the spiral barbed pile cavity or the annular barbed pile cavity is filled with the concrete mortar, and the concrete is poured through the direct grouting opening 8 again;
g. then, when the concrete in the pile hole is about to be poured, shear-resistant steel pipes 4 or other drawing structures which are distributed annularly are pre-embedded in the concrete, and an outer template 11 is arranged on the annular wall outside the upper end of the pile hole;
h. and finally, pouring concrete into the outer template 11 to finish the pile body pouring of the overground part, and after the concrete is cured and solidified, finishing the construction operation of the anti-pulling thorn-shaped pile structure.
And c, smoothing the inner wall of the auxiliary grouting pile hole 10 in the step c, wherein the depths of a plurality of auxiliary grouting pile holes 10 communicated with the same spiral pile pricking cavity or the annular pile pricking cavity are different.
And e, after concrete pouring from the direct grouting opening 8 is suspended, covering the detection cover plate 12 on the direct grouting opening 8, and installing and connecting an air flow detection device in a detection hole 13 on the detection cover plate 12.
Referring to fig. 1 and 2, a bottom disc 2 is poured at the bottom of the pile body 1, the diameter of the bottom disc 2 is 1.5-3 times of the outer diameter of the pile body 1, and the thickness of the bottom disc 2 is 1/6-1/4 of the outer diameter of the pile body 1. Pile body 1's inside is provided with steel reinforcement cage 3, and steel reinforcement cage 3 is similar with the steel reinforcement cage structure of traditional concrete pile, plays steel reinforcement skeleton's effect. In addition, the middle part of the pile body 1 is provided with a pulling-resistant main rib 5 extending to the outer side of the upper end, the pulling-resistant main rib 5 is fixed with the middle part of the reinforcement cage 3, and the upper end of the pile body 1 is pre-embedded with a shear-resistant steel pipe 4 or other pulling structures distributed in an annular shape, so that the installation and construction are convenient, and the installation and the fixation are stable and reliable.
A plurality of annular prickle piles 6 are arranged on the outer circumference of the pile body 1 at equal intervals, or spiral prickle piles 7 are arranged on the outer circumference of the pile body 1, the contact area of the pile body 1 and the soft soil is increased through the annular prickle piles 6 or the spiral prickle piles 7, and anchoring and stabilizing effects are improved. The diameter of the bottom disc 2 is 1.5-3 times of the outer diameter of the pile body 1, and the thickness of the bottom disc 2 is 1/6-1/4 of the outer diameter of the pile body 1. The outer diameters of the annular thorn piles 6 and the spiral thorn piles 7 are 1.5-3 times of the outer diameter of the pile body 1, the spiral thorn piles 7 have 1-2 screw pitches, and the thicknesses of the annular thorn piles 6 and the spiral thorn piles 7 are 1/4-1/3 of the outer diameter of the pile body 1. The outer diameters and the thicknesses of the annular barbed piles 6 and the spiral barbed piles 7 cannot be too large, and the too large outer diameters and the thicknesses are not beneficial to the stabilization of a soft soil layer near a cavity before concrete pouring, so that local collapse is easy to occur; the outer diameters and the thicknesses of the annular pricked piles 6 and the spiral pricked piles 7 cannot be too small, so that the space of a spiral pricked pile cavity or an annular pricked pile cavity is too small, the flowing and filling of concrete mortar in the cavity are not facilitated, and the overall quality is influenced.
The annular barbed pile 6 or the spiral barbed pile 7 is respectively communicated with the cavity of the pile body 1, and concrete poured in the cavity of the pile body 1 can partially enter the spiral barbed pile cavity or the annular barbed pile cavity. In the actual concrete pouring process, because the concrete has poor fluidity, the spiral barbed pile cavity or the annular barbed pile cavity cannot be fully filled by only pouring the concrete from the direct grouting port 8, in order to effectively solve the technical problem, a plurality of auxiliary grouting piles 9 which are distributed annularly are arranged outside the pile body 1, the bottom ends of the auxiliary grouting piles 9 are communicated with the annular barbed piles 6 or the spiral barbed piles 7, and the upper ends of the auxiliary grouting piles 9 are auxiliary grouting holes 10. In order to further improve the fluidity in the auxiliary grouting pile hole 10, the inner wall of the auxiliary grouting pile hole 10 is subjected to smoothing treatment, and the depths of a plurality of auxiliary grouting pile holes 10 communicated with the same spiral pile-stabbing cavity or annular pile-stabbing cavity are different. Through the mode of pouring concrete mortar into the auxiliary grouting pile hole 10, the spiral barbed pile cavity or the annular barbed pile cavity is fully filled, the annular barbed pile 6 or the spiral barbed pile 7 and the pile body 1 are solidified to form an integral structure, strong traction force is formed between the integral structure and the surrounding soil layer, and the integral stress is balanced.
In order to fully blend the concrete in the pile hole with the concrete mortar poured into the spiral barbed pile cavity or the annular barbed pile cavity, an alternative pouring mode can be adopted in the actual pouring process of the section of the barbed pile cavity, namely. In addition, in order to detect whether mortar in the spiral barbed pile cavity or the annular barbed pile cavity enters the pile hole or not in the pouring process, a detection cover plate 12 can be arranged on the direct grouting opening 8 in a temporary sealing mode, a detection hole 13 is formed in the detection cover plate 12, an airflow detection device is installed and connected on the detection hole 13, and whether airflow flows out from the detection hole 13 or not is detected through the airflow detection device. If the air flow is detected to flow out of the detection hole 13, the concrete mortar poured from the auxiliary grouting hole 10 is in the process of falling and filling, at the moment, the concrete mortar poured from the auxiliary grouting hole 10 cannot be interrupted, and the concrete mortar poured from the auxiliary grouting hole 10 can be stopped only when the air flow is not detected to flow out of the detection hole 13 for a long time.
The construction method of the anti-pulling thorn pile structure aiming at the soft soil comprises the following specific steps: firstly, pile holes are dug vertically downwards on a foundation soil body according to construction requirements, the preset depth is reached, the large-diameter pile holes need to be subjected to supporting work of the side walls of the pile holes, a bottom disc 2 with the diameter larger than that of the pile holes is dug at the bottoms of the pile holes, and the bottom stability is good. And drilling and digging on the outer side wall of the pile hole by using spiral drilling and digging equipment to form a spiral pile pricking cavity, or equidistantly arranging a plurality of annular pile pricking cavities on the outer side wall of the pile hole by using digging equipment. A plurality of auxiliary grouting pile holes 10 are vertically formed in a foundation soil body around the pile holes, the auxiliary grouting pile holes 10 are annularly distributed by taking the axis of the pile hole as the center of a circle, and the bottoms of the auxiliary grouting pile holes 10 are communicated with the spiral pile-stabbing cavity or the annular pile-stabbing cavity. The steel reinforcement cage 3 is vertically placed in the pile hole, the middle of the pile hole is provided with a pulling-resistant main reinforcement 5 extending to the outer side of the upper end, and the pulling-resistant main reinforcement 5 is fixed with the middle of the steel reinforcement cage 3. Concrete is poured from the direct grouting opening 8 at the upper end of the pile hole, when the lower annular barbed pile 6 or the spiral barbed pile 7 is reached, the concrete pouring from the direct grouting opening 8 is stopped, and the concrete mortar is poured from the auxiliary grouting hole 10 to the spiral barbed pile cavity or the annular barbed pile cavity. When the concrete mortar in each auxiliary grouting hole 10 slowly flows in and sinks, the spiral stabbing pile cavity or the annular stabbing pile cavity is filled with the concrete mortar, and the concrete pouring through the direct grouting opening 8 is restarted. Then, when the concrete in the pile hole is to be poured, the shear-resistant steel pipes 4 or other drawing structures which are distributed annularly are pre-buried in the concrete, and an outer template 11 is arranged on the annular wall on the outer side of the upper end of the pile hole. And finally, pouring concrete into the outer template 11 to finish the pile body pouring of the overground part, and after the concrete is cured and solidified, finishing the construction operation of the anti-pulling thorn-shaped pile structure.
The construction method disclosed by the invention has the advantages that the structure is novel, the construction is very convenient, the driving piles can be locked and fixed, the construction of the anti-pulling stabbing pile aiming at soft soil is realized, the defects caused by the soft soil are effectively overcome, the anti-pulling pile on the soft soil cannot be loosened or longitudinally slid, the anti-pulling performance, the lateral shear resistance and the dynamic load resistance are improved, the integral stress is balanced, the building foundation is good in stability after the construction is finished, the construction period is short, and the construction efficiency is high.
While the invention has been described in detail with reference to specific embodiments thereof, it will be apparent to one skilled in the art that various changes and modifications can be made therein without departing from the spirit of the invention.
Claims (4)
1. The utility model provides a stretch-proofing thorn stake structure of pulling out to soft soil texture, includes stake body (1), its characterized in that: a bottom disc (2) is poured at the bottom of the pile body (1), a reinforcement cage (3) is arranged inside the pile body (1), a pulling-resistant main rib (5) extending to the outer side of the upper end is arranged in the middle of the pile body (1), the pulling-resistant main rib (5) is fixed with the middle of the reinforcement cage (3), a plurality of annular barbed piles (6) are arranged on the outer circumference of the pile body (1) at equal intervals, or a spiral barbed pile (7) is arranged on the outer circumference of the pile body (1), the annular barbed piles (6) or the spiral barbed piles (7) are respectively communicated with a cavity of the pile body (1), a plurality of auxiliary grouting piles (9) distributed annularly are arranged outside the pile body (1), the bottom ends of the auxiliary grouting piles (9) are communicated with the annular barbed piles (6) or the spiral barbed piles (7), the upper ends of the auxiliary grouting piles (9) are auxiliary grouting holes (10), the diameter of the bottom disc (2) is 1.5-3 times of the outer diameter of the pile body (1), the thickness of the bottom disc (2) is 1/6-1/4 times of the outer diameter of the pile body (1), the outer diameters of the annular thorn pile (6) and the spiral thorn pile (7) are 1.5-3 times of the outer diameter of the pile body (1), the spiral thorn pile (7) has 1-2 screw pitches, the thicknesses of the annular thorn pile (6) and the spiral thorn pile (7) are 1/4-1/3 times of the outer diameter of the pile body (1), the upper end of the pile body (1) is embedded with shear-resistant steel pipes (4) or other drawing structures which are distributed annularly, an outer template (11) is arranged on the annular wall of the outer side of the upper end of the pile body (1), the upper end of the pile body (1) is provided with a direct grouting opening (8), and a detection cover plate (12) is arranged on the direct grouting opening (8), the detection cover plate (12) is provided with a detection hole (13).
2. A construction method of a pulling-resistant thorn-shaped pile structure aiming at soft soil is characterized by comprising the following steps:
a. digging pile holes vertically downwards on a foundation soil body according to construction requirements, and when the preset depth is reached, supporting work of the side walls of the pile holes needs to be done in large-diameter pile holes, and digging bottom discs (2) with the diameter larger than that of the pile holes at the bottoms of the pile holes;
b. drilling and digging on the outer side wall of the pile hole by using spiral drilling and digging equipment to form a spiral pile pricking cavity, or equally spaced and provided with a plurality of annular pile pricking cavities on the outer side wall of the pile hole by using digging equipment;
c. a plurality of auxiliary grouting pile holes (10) are vertically formed in the foundation soil body around the pile holes, the auxiliary grouting pile holes (10) are annularly distributed by taking the axis of the pile hole as the center of a circle, and the bottoms of the auxiliary grouting pile holes (10) are communicated with the spiral pile-stabbing cavity or the annular pile-stabbing cavity;
d. vertically placing the reinforcement cage (3) into the pile hole, arranging a pulling-resistant main reinforcement (5) extending to the outer side of the upper end in the middle of the pile hole, and fixing the pulling-resistant main reinforcement (5) and the middle of the reinforcement cage (3);
e. then pouring concrete from a direct grouting opening (8) at the upper end of the pile hole, when the lower annular barbed pile (6) or the spiral barbed pile (7) is reached, stopping pouring concrete from the direct grouting opening (8), and beginning pouring concrete mortar from the auxiliary grouting hole (10) to the spiral barbed pile cavity or the annular barbed pile cavity;
f. when the concrete mortar in each auxiliary grouting hole (10) slowly flows in and sinks, the spiral stabbing pile cavity or the annular stabbing pile cavity is filled with the concrete mortar, and the concrete is poured through the direct grouting opening (8) again;
g. then, when the concrete in the pile hole is to be poured, shear-resistant steel pipes (4) or other drawing structures which are distributed annularly are pre-buried in the concrete, and an outer template (11) is arranged on the annular wall outside the upper end of the pile hole;
h. and finally, pouring concrete into the outer template (11) to finish the pile body pouring of the overground part, and finishing the construction operation of the anti-pulling thorn-shaped pile structure after the concrete is cured and solidified.
3. The construction method of the anti-pulling stabbing pile structure aiming at the soft soil as claimed in claim 2, wherein the construction method comprises the following steps: and c, smoothing the inner wall of the auxiliary grouting pile hole (10) in the step c, wherein the depths of a plurality of auxiliary grouting pile holes (10) communicated with the same spiral puncturing pile cavity or annular puncturing pile cavity are different.
4. The construction method of the anti-pulling stabbing pile structure aiming at the soft soil as claimed in claim 2, wherein the construction method comprises the following steps: and e, after concrete pouring from the direct grouting opening (8) is suspended, covering the detection cover plate (12) on the direct grouting opening (8), and installing and connecting an air flow detection device in a detection hole (13) in the detection cover plate (12).
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| Application Number | Priority Date | Filing Date | Title |
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| CN201710302476.4A CN107217665B (en) | 2017-05-03 | 2017-05-03 | Anti-pulling thorn pile structure for soft soil and construction method thereof |
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| CN201710302476.4A CN107217665B (en) | 2017-05-03 | 2017-05-03 | Anti-pulling thorn pile structure for soft soil and construction method thereof |
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| CN107217665A CN107217665A (en) | 2017-09-29 |
| CN107217665B true CN107217665B (en) | 2019-12-24 |
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| CN110306538B (en) * | 2019-06-19 | 2020-11-06 | 河南省工建集团有限责任公司 | CFG pile for tower crane soft foundation and construction method |
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| CN1222612A (en) * | 1998-11-10 | 1999-07-14 | 牧一征 | Rotatively-sprayed combined deposited pile with variable cross section and its construction method |
| CN102071684A (en) * | 2011-01-20 | 2011-05-25 | 东莞市桦业土木基础工程有限公司 | Construction method of on-site concrete molding foundation pile |
| CN102587358A (en) * | 2012-03-27 | 2012-07-18 | 河海大学 | Technology of high polymer material post-grouting squeezed cast-in-place pile |
| CN103334428A (en) * | 2013-06-24 | 2013-10-02 | 河海大学 | Disc type cast-in-place concrete pile and construction process for same |
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2017
- 2017-05-03 CN CN201710302476.4A patent/CN107217665B/en active Active
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE1759338A1 (en) * | 1967-08-03 | 1971-10-14 | Soletanche | Tie rod device and method for its use |
| CN1222612A (en) * | 1998-11-10 | 1999-07-14 | 牧一征 | Rotatively-sprayed combined deposited pile with variable cross section and its construction method |
| CN102071684A (en) * | 2011-01-20 | 2011-05-25 | 东莞市桦业土木基础工程有限公司 | Construction method of on-site concrete molding foundation pile |
| CN102587358A (en) * | 2012-03-27 | 2012-07-18 | 河海大学 | Technology of high polymer material post-grouting squeezed cast-in-place pile |
| CN103334428A (en) * | 2013-06-24 | 2013-10-02 | 河海大学 | Disc type cast-in-place concrete pile and construction process for same |
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| CN107217665A (en) | 2017-09-29 |
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