CN111287178A - Variable cross-section reinforced concrete pile foundation and pile sinking method thereof - Google Patents
Variable cross-section reinforced concrete pile foundation and pile sinking method thereof Download PDFInfo
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- CN111287178A CN111287178A CN202010109913.2A CN202010109913A CN111287178A CN 111287178 A CN111287178 A CN 111287178A CN 202010109913 A CN202010109913 A CN 202010109913A CN 111287178 A CN111287178 A CN 111287178A
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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
- E02D5/50—Piles comprising both precast concrete portions and concrete portions cast in situ
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- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a variable cross-section reinforced concrete pile foundation and a pile sinking method thereof. The variable cross-section precast pile is a prestressed reinforced concrete precast pile; the T-shaped precast pile consists of a pile end with an enlarged section and a pile body with a small section with the same diameter, and the axial section is in a T shape; the enlarged pile end is connected with an upper section pile with the same size section to form a variable section pile foundation with the larger section of the upper section pile and the smaller section of the lower section pile; the trapezoidal precast pile has the advantages that the cross section of one end of the trapezoidal precast pile is large, the cross section of the other end of the trapezoidal precast pile is small in size, the diameter of the trapezoidal precast pile is gradually changed, and the axial section of the pile body is trapezoidal; the cast-in-place pile with the variable cross section is a reinforced concrete pile cast in place after pore forming and is in a step shape with a large upper part and a small lower part and different diameters. The method has the advantages of green, environment-friendly, safe and reliable social benefits, capability of reducing the manufacturing cost and shortening the construction period, and great economic value.
Description
Technical Field
The invention relates to the technical field of civil engineering, in particular to a constructional engineering pile structure type and a pile sinking method thereof.
Background
In construction work, pile foundations are commonly used as the primary foundation form. The existing commonly used pile foundations mainly comprise cast-in-situ bored piles and precast piles. The cast-in-situ bored pile is formed by forming holes in the stratum and pouring concrete on site in the formed holes by using a mud retaining wall or a pile casing retaining wall method to form the pile foundation, the quality of the pile foundation is influenced by the quality of the formed holes, the quality of retaining wall mud, the quality of underwater poured concrete and other factors, and a large number of engineering quality accidents are caused by the fact that management is not in place or a constructor lacks experience. In addition, the disposal of the retaining wall slurry also causes great damage to the environment. The pile casing wall protecting method for hole forming can achieve good hole forming quality, but the pouring quality of concrete is still difficult to overcome, and meanwhile, the problem that pile breakage is caused when sediment at the bottom of a pile is cleaned and the pile casing is pulled up is also difficult to solve. The engineering cost of the drilling and pouring pile foundation is high, the construction period is long, and the method is not friendly to the environment. The problems of the precast pile mainly occur in the pile sinking process, which can cause obvious soil squeezing effect on the periphery and damage to the peripheral pipelines, buildings and roads. When the pile sinking process encounters a hard stratum or a pile end needs to be embedded into a hard stratum, the pile sinking resistance is high, so that the pile cannot penetrate and be embedded into the hard stratum, or even if the pile penetrates through the hard stratum, the pile body is seriously damaged. It can be said that the existing pile foundation and the construction method thereof have more defects.
With the development intensity of underground space increasing and the massive construction of high-rise buildings, the amount of pile foundations used is increasing, especially in soft soil areas, the pile foundations used are friction piles, and table 1 shows the relationship between the axial force and the burial depth of the friction piles.
TABLE 1 variation of axial force of pile body along pile foundation position
It can be seen from table 1 that, as the depth of the pile body is buried and the frictional resistance increases, the axial force borne by the pile body becomes smaller and smaller, the total length of the pile body has equal section and equal strength, the safety of the pile body at the pile top is the smallest, and the safety at the pile bottom is the highest. In addition, the pile body at the pile top is subjected to the minimum constraint force, and the ratio of the ultimate compressive strength of the pile body under the action of stratum constraint to the unconfined compressive strength of the material is also the lowest; on the contrary, the pile body at the bottom of the pile is subjected to the maximum constraint force, and the ultimate compressive strength of the pile body under the action of stratum constraint is highest compared with the unconfined compressive strength of the material, so that under the action of the foundation pressure, the ultimate strength value of the material of the pile body at the top of the pile and the bottom of the pile is different by more than 2 times; that is, as the depth of the embedded pile foundation increases, the strength and bearing capacity reserves of the lower part of the pile body are too high for the pile foundation with the equal section and the equal strength of the full-length pile body, which is also a great waste of materials.
Therefore, the engineering industry needs to invent a pile form with equal safety along the whole length of a pile body, which can improve the bearing capacity of a pile foundation, avoid the waste of pile body materials, reduce the construction cost of engineering, overcome the defects of the quality and construction of the traditional cast-in-situ bored pile and precast pile, accelerate the construction speed and realize the aim of green construction.
Disclosure of Invention
The invention aims to solve the technical problems that the safety degree of the conventional friction pile foundation along the whole length of a pile body is large, the waste of materials at the lower part of the pile body is serious, the construction cost is high, the construction is difficult, the influence on the surrounding environment is large and the like, and provides a variable-section concrete pile and a construction method thereof.
In order to achieve the purpose, the technical scheme adopted by the patent is as follows:
the reinforced concrete pile with the variable cross section is divided into a precast pile and a cast-in-place pile, and the precast pile comprises a T-shaped precast pile and a trapezoidal precast pile. The variable cross-section precast pile is a prestressed reinforced concrete precast pile; the T-shaped precast pile consists of a pile end with an enlarged section and a pile body with a small section with the same diameter, and the axial section is in a T shape; the enlarged pile end is connected with an upper section pile with the same size section to form a variable section pile foundation with the larger section of the upper section pile and the smaller section of the lower section pile; the trapezoidal precast pile has the advantages that the cross section of one end of the trapezoidal precast pile is large, the cross section of the other end of the trapezoidal precast pile is small, the diameter of the trapezoidal precast pile is gradually changed from top to bottom, and the axial section of the pile body is trapezoidal; the cast-in-place reinforced concrete pile after pore-forming is the cast-in-place bored concrete pile of variable cross section, is the echelonment of big-end-up different diameters, and is similar to, and the branch two-section variable cross section is: the upper part of the pile is a large-diameter cylinder, and the lower part of the pile is a small-diameter cylinder; the variable cross section divided into three sections is as follows: the upper part of the pile is a large-diameter cylinder, the middle part of the pile is a middle-diameter cylinder, and the lower part of the pile is a small-diameter cylinder.
The cross section of the variable cross-section precast pile is circular, and the outer surface of the variable cross-section precast pile is smooth or concave-convex; the pile end connecting joint is a screw lock type mechanical connection with stressed main bars in one-to-one butt joint, and the concrete contact surface is bonded by high-strength resin.
Furthermore, the cross section of the variable cross-section precast pile is square, and the outer surface is smooth or concave-convex; the pile end connecting joint is a screw lock type mechanical connection with stressed main bars in one-to-one butt joint, and the concrete contact surface is bonded by high-strength resin.
The end face of the variable cross-section precast pile is provided with a connecting end plate, and the pile end connecting joint is formed by welding steel end plates.
The pile sinking method of the precast pile is a pile position hole leading implantation method, the pile hole adopts a long spiral drilling machine to lead the hole, the foundation soil in the hole is taken out through a spiral blade while the fluid state solidified soil is poured in a pressing mode, the fluid state solidified soil is conveyed through a hollow drill rod, and the precast pile is inserted into the fluid state solidified soil.
Further, the pile hole is led at the pile position by a mixing pile machine, the mixing is carried out in situ to form the fluid state solidified soil, and the precast pile is inserted into the fluid state solidified soil.
Drill rod
Further, the pile hole is led by a rotary drilling rig pile position, the slurry protects the wall, curing agents are added after the hole is formed, the curing agents are stirred and mixed into fluid state solidified soil, and the precast pile is inserted into the fluid state solidified soil.
Further, the pile hole is led by a rotary drilling rig, the mud protects the wall, after the hole is formed, the insertion pipe is adopted to convey the fluid state solidified soil to replace the mud in the hole, and then the precast pile is inserted into the fluid state solidified soil.
The depth of the drilling hole is equal to or different from that of the precast pile; the solidified soil in the pile hole is filled in full length or partially.
The pile sinking method of the precast pile is a static pressure pile sinking method or a hammering pile sinking method.
The pile sinking method of the cast-in-place pile comprises the steps of firstly drilling an upper hole by using a large-diameter drill bit, then drilling a middle hole by using a medium-diameter drill bit, finally drilling a lower hole by using a small-diameter drill bit, adopting slurry to protect the wall, lowering reinforcing cages with different diameters at different positions in sections after cleaning the bottom and cleaning the hole, and then putting the bamboo joint pipe and pouring concrete to form the pile. When the length of the pile is longer, the diameter of the drilled hole is changed for a plurality of times, a plurality of reducing cast-in-place pile holes can be drilled, and the multiple reducing cast-in-place pile is manufactured after concrete is poured.
Drawings
The invention is further described with reference to the following figures and detailed description.
Fig. 1 is a schematic structural diagram of a T-shaped precast tubular pile.
Fig. 2 is a schematic structural diagram of a T-shaped prefabricated square pile.
Fig. 3 is a schematic structural view of a trapezoidal precast tubular pile.
Fig. 4 is a schematic structural diagram of a trapezoidal prefabricated square pile.
Fig. 5 is a schematic view showing an assembly structure of a T-shaped precast pile directly sunk into a ground layer by pressure.
Fig. 6 is a schematic view of an assembly structure of a trapezoidal precast pile directly sunk into the ground layer by pressure.
Fig. 7 is an assembly schematic diagram of inserting the T-shaped precast pile into the fluid solidified soil.
FIG. 8 is an assembly view of a trapezoidal precast pile inserted into fluid solidified soil.
Fig. 9 is a schematic structural diagram of a three-section variable cross-section cast-in-place pile.
In the figure: 11-T-shaped precast pile, 12-enlarged end, 13-pile body, 14-trapezoidal precast pile, 15-joint seam, 16-foundation soil, 17-concrete cast-in-place pile, 2-stressed main steel bar connecting piece and 3-solidified soil.
Detailed Description
In order to make the technical means, the creation characteristics, the achievement purposes and the effects of the invention easy to understand, the patent is further described below by combining the specific drawings.
The T-shaped precast pile 11 of the variable cross-section concrete pile consists of a pile end 12 with an enlarged cross section and a pile body 13 with a small cross section and an equal diameter. The T-shaped precast tubular pile structure is shown in figure 1, and the T-shaped precast square pile structure is shown in figure 2.
The trapezoidal precast pile of variable cross section concrete pile is that one end cross sectional dimension is big, and other end cross sectional dimension is little, and the size is gradual change, and pile body axial profile is trapezoidal, and trapezoidal precast tubular pile structure is shown as figure 3, and trapezoidal precast square pile structure is shown as figure 4.
The end part of the precast pile is provided with a stressed main steel bar connecting piece 2, so that the mechanical connection is conveniently realized when the precast pile is assembled with another pile section.
Example one, soft soil internal pressed variable cross section precast pile
When the foundation is a softer and weak stratum, the method for sinking the precast pile with the variable cross section mainly comprises the following steps: static pressure method or hammering method is adopted. The T-shaped precast pile 11 and the trapezoidal precast pile 14 are sunk into the ground layer 16 by using a static press machine, and pile splicing methods are classified into a mechanical connection method and a welding method. For the mechanical connection of the variable cross-section precast pile, the stressed main reinforcements 2 at the end surface of the prestressed reinforced concrete precast pile are connected together by a screw lock type connecting piece, and the joint 15 of the concrete contact surface of the end surface is bonded by high-strength resin adhesive. The structure of the assembled T-shaped precast pile after pile sinking by static pressure method or hammering method is shown in figure 5, and the structure of the assembled trapezoid precast pile after pile sinking is shown in figure 6.
Example two, inserting variable cross-section precast pile into fluid state solidified soil
Another method for pile sinking of precast piles with variable cross sections is the implantation method. One method is to form fluid solidified soil in the foundation soil 16 in situ of the pile hole through hole-leading stirring of the stirrer; the other method is to utilize a long spiral guide hole or a rotary drilling rig guide hole and then pour the fluid-state solidified soil to replace the residue soil or slurry in the hole; and then inserting the T-shaped precast pile into the fluid state solidified soil at the pile position to form an assembled structure as shown in figure 7, and inserting the trapezoidal precast pile to form an assembled structure as shown in figure 8.
Example III, variable cross-section drilling cast-in-place concrete filling pile construction method
The method for casting the variable cross-section concrete cast-in-place pile comprises the following steps: adopting a variable-diameter drill bit, drilling and excavating a step-shaped drilling hole in the foundation soil 16 according to a method of sectional diameter changing from top to bottom, enclosing the hole wall by mud, after hole forming, cleaning the bottom and washing the hole, putting reinforcing cages with different diameters in sections, and then pouring concrete to form the variable-section concrete pile 17 as shown in figure 9.
The foregoing shows and describes the general principles, essential features, and advantages of the invention. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, which are given by way of illustration of the principles of the present invention, and that various changes and modifications may be made without departing from the spirit and scope of the invention as defined by the appended claims. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (10)
1. A variable cross-section reinforced concrete pile foundation and its pile sinking method are disclosed, the variable cross-section pile is divided into prefabricated pile and cast-in-situ pile. The precast pile has two types, namely a T-shaped precast pile and a trapezoidal precast pile. The method is characterized in that the variable cross-section precast pile is a prestressed reinforced concrete precast pile; the T-shaped precast pile consists of a pile end with an enlarged cross section and a pile body with equal diameter, and the axial cross section is in a T shape; the enlarged pile end is connected with the pile end of the upper section pile with the same size section to form a variable section pile foundation; the trapezoidal precast pile has the advantages that the cross section of one end of the trapezoidal precast pile is large, the cross section of the other end of the trapezoidal precast pile is small, the cross section is gradually changed, and the axial section of the pile body is trapezoidal; the bored concrete pile of variable cross section is cast-in-place reinforced concrete pile behind the pore-forming, presents for coaxial, big-end-up's different diameter circular column shape pile body, is similar to, divides two sections variable cross sections to be: the upper part of the pile is a large-diameter cylinder, and the lower part of the pile is a small-diameter cylinder; the variable cross section divided into three sections is as follows: the upper part of the pile is a large-diameter cylinder, the middle part of the pile is a middle-diameter cylinder, the lower part of the pile is a small-diameter cylinder, and so on.
2. The reinforced concrete pile foundation with the variable cross section and the pile sinking method thereof as claimed in claim 1, wherein the cross section of the precast pile with the variable cross section is circular ring-shaped, and the outer surface is smooth or concave-convex; the pile end connecting joint is a screw lock type mechanical connection with stressed main bars in one-to-one butt joint, and the concrete contact surface is bonded by high-strength resin.
3. The reinforced concrete pile foundation with the variable cross section and the pile sinking method thereof as claimed in claim 1, wherein the cross section of the precast pile with the variable cross section is square, and the outer surface is smooth or concave-convex; the pile end connecting joint is a screw lock type mechanical connection with stressed main bars in one-to-one butt joint, and the concrete contact surface is bonded by high-strength resin.
4. A reinforced concrete pile foundation of variable cross-section and a pile sinking method thereof as claimed in claim 1, wherein the end face of the precast pile of variable cross-section has steel connection end plates, and the pile end connection joints are welded between the steel end plates.
5. The variable cross-section reinforced concrete pile foundation and the pile driving method thereof as claimed in claim 1, wherein the pile driving method of the precast pile is a pile position drilling implantation method, the pile hole is drilled by a long auger, the foundation soil in the hole is taken out by a helical blade while the fluidized solidified soil is pressure-poured at the bottom of the hole, the fluidized solidified soil is transported by a hollow drill rod, and then the precast pile is inserted into the fluidized solidified soil.
6. The variable cross-section reinforced concrete pile foundation and the pile sinking method thereof as claimed in claim 1, wherein the pile sinking method of the precast pile is a pile position drilling implantation method, the pile hole is drilled at the pile position by a mixing pile machine, the mixing is performed in situ to form the fluid solidified soil, and the precast pile is inserted into the fluid solidified soil.
7. The variable cross-section reinforced concrete pile foundation and pile sinking method thereof as claimed in claim 1, wherein the pile sinking method of the precast pile is a pile position drilling implantation method, the pile hole is dug out by a rotary drilling rig, the mud protects the wall, the curing agent is added after the hole is formed, and the curing agent is mixed into the fluid state solidified soil; or the bamboo joint pipe is used for conveying the fluid-state solidified soil to the bottom of the hole to replace mud in the hole; and then inserting the precast pile into the fluid solidified soil.
8. A reinforced concrete pile foundation with a variable cross-section and a pile sinking method thereof as claimed in claim 1, wherein the depth of the drilled hole is equal to or different from the depth of the precast pile; the solidified soil in the pile hole is filled in full length or partially.
9. The reinforced concrete pile foundation with the variable cross-section and the pile sinking method thereof as claimed in claim 1, wherein the pile sinking method of the precast pile is a static pressure pile sinking method or a hammering pile sinking method.
10. The pile sinking method of the variable cross-section reinforced concrete pile foundation of claim 1, wherein the pile sinking method of the variable cross-section cast-in-place pile comprises the steps of drilling an upper pile hole by using a large-diameter drill bit, then drilling a middle pile hole by using a medium-diameter drill bit, finally drilling a lower pile hole by using a small-diameter drill bit, adopting slurry to protect the wall, removing the bottom and the hole, lowering reinforcing cages with different diameters to different hole positions in sections, and then pouring concrete into the bamboo joint pipes to form the pile. When the length of the pile is longer, the diameter of the drilled hole needs to be changed for a plurality of times, and then a plurality of reducing cast-in-place pile holes can be drilled, so that the cast-in-place pile with the variable cross section is manufactured.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010109913.2A CN111287178A (en) | 2020-02-23 | 2020-02-23 | Variable cross-section reinforced concrete pile foundation and pile sinking method thereof |
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| CN202010109913.2A CN111287178A (en) | 2020-02-23 | 2020-02-23 | Variable cross-section reinforced concrete pile foundation and pile sinking method thereof |
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| CN111287178A true CN111287178A (en) | 2020-06-16 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113957888A (en) * | 2021-11-23 | 2022-01-21 | 江苏劲桩岩土科技有限公司 | Assembled expands body stake |
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2020
- 2020-02-23 CN CN202010109913.2A patent/CN111287178A/en not_active Withdrawn
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113957888A (en) * | 2021-11-23 | 2022-01-21 | 江苏劲桩岩土科技有限公司 | Assembled expands body stake |
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Application publication date: 20200616 |
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