JP3533981B2 - Construction method of screwed pile - Google Patents

Description

Detailed Description of the Invention

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for constructing a screw-in pile, and more particularly, to rotate a pile body by utilizing a wing attached to the tip of an existing pile such as a steel pipe pile or a concrete pile or in the vicinity thereof. The present invention relates to a method for constructing a screwed pile, which allows the blade to penetrate into the ground by the screw action of the blade.

[0002]

2. Description of the Related Art Various methods have been proposed in the past for burying steel pipe piles by applying a rotational force by a machine installed on the ground, and by the screw action of blades attached near the tip, some of which have small diameters. Although it is intended for steel pipe piles, it has been put to practical use. Hereinafter, conventional techniques that are considered to be related to the present invention will be described.

In the method of burying a pile described in Japanese Patent No. 2683684, a vertical hole having a depth reaching the support layer is excavated by an auger, and then cement milk is injected into the tip of the vertical hole to obtain the cement milk. Before being solidified, a pile with approximately half a circumference is set as one unit around the tip, and the pile has spirally extending blades that are formed in multiples with their phases shifted relative to the direction of rotation. Is fixed in the vertical hole (prior art 1).

The rotary press-fitting steel pipe pile disclosed in Japanese Patent Laid-Open No. 61-98818 is provided with a blade having an inclined front surface for pushing vertically extending in the lower part of a steel cylindrical body, and the inclination thereof is provided. An annular drill head is constructed by fixing an inclined blade that obliquely rises backward from the lower end of the front surface in the direction of rotation of the cylindrical body, and the lower end of the steel pipe pile is attached to the upper end of the drill head. (Prior art 2).

[0005]

In the method of burying piles according to the prior art 1, since the holes are drilled in the ground before the piles are built, residual soil, which is a social problem, is generated. Also,
When piles are built, the cement milk that fills the vertical holes overflows, so not only construction soil is discharged, but also
There is a problem that the environment at the construction site also deteriorates. further,
When installing a pile in a vertical hole into which cement milk has been injected, the rotating torque is small, but since the pile must be installed before the cement milk solidifies, it is difficult to manage construction with long piles. Become.

Further, the rotary press-fitting steel pipe pile of the prior art 2 is
Since the width of the inclined blade is narrow and the structure that slightly protrudes in and out of the tip of the steel cylindrical body, the rotation torque during construction is small, but the penetration efficiency is poor because the propulsive force for rotation penetration is small, and , The inclined blade cannot be expected as a support with a large ground supporting force. In any case, a large torque is required because a plurality of protrusions are provided on the outer periphery of the pile head and a rotating member that rotates with an electric motor or the like is locked on the protrusions to rotate the pile. And
In addition, a large stress may be locally generated in the protrusion.

The present invention has been made in order to solve the above-mentioned problems, and it is possible to bury a pile body by screwing up to a firm ground by reducing the rotating torque, and at the same time, use a blade to support a large tip end. It is an object of the present invention to provide a method for constructing a screwed pile that can obtain strength.

[0008]

Means for Solving the Problems] construction method for screwing the pile according to the present invention, construction penetrate the steel pipe pile in the ground by the screw action of the blades by rotating the steel pipe pile having a wing tip or outer periphery in the method, the rotary penetration device rotatably mounted detachably to the body portion of the steel pipe pile, the steel pipe by the rotational penetration device
After locking the pile, rotate it to penetrate the steel pipe pile into the ground.
When the steel pipe pile penetrates to the specified depth, lock it.
After releasing and raising the rotary penetration device, the steel pipe pile
It was locked again, so as to penetrate the steel pipe pile in the ground
It is a thing.

Moreover, the construction method of the screwed pile according to the present invention is to detachably mount the rotary penetration device the body of the steel pipe pile, steel pipe pile with its distal end is inserted auger into the steel pipe in the pile To the rotary penetration device.
Given a rotational force in the entire range or a predetermined range of the ground in the auger with providing a rotating force to more steel pipe pile, the O
Use the auger head of the gar to remove the steel pipe pile near the tip.
Drilling is softened by penetrating the steel pipe pile in the ground, together with the steel pipe pile is when it reaches a predetermined depth removing said rotary penetration device steel pipe pile or <br/> et al, as pulling the auger It was done. In addition, of the auger inserted in the above steel pipe pile
Install an auger head with a diameter smaller than the inner diameter of the steel pipe pile at the tip of the steel pipe pile.
The outer diameter of the steel pipe pile or a length less than that
It was

Furthermore, by injecting a curable flow animals from the tip of the auger were mixed and stirred with excavated softened sediment by the auger head, said steel pipe pile is given to penetrate the steel pipe pile into the ground at the same time When the depth was reached, the rotary penetration device was removed from the steel pipe pile and the auger was pulled up to solidify at least the sediment around the blade or the sediment around the blade .

[0011]

[0012]

DESCRIPTION OF THE PREFERRED EMBODIMENTS [First Embodiment] FIG. 1 is a schematic diagram for explaining the first embodiment of the present invention. In the figure, 1 is a prefabricated pile such as a steel pipe pile or a concrete pile (hereinafter,
The wing 10 is provided at the tip or the outer periphery of the wing. Reference numeral 20 is a construction machine such as a base machine, and a leader 21 is provided on the front side in the vertical direction. Reference numeral 30 includes a gripping portion that grips and locks the outer periphery of the pile body 1 (hereinafter, referred to as a trunk portion), a rotation driving portion that rotates the gripping portion, and the like.
It is a rotary penetration device of the pile 1 which penetrates and penetrates into the ground.

The tip of the pile body 1 is opened, and the blade 10 is attached to the tip or the outer circumference slightly above the tip. For example, as shown in FIG. 3, this wing 10 has a hole 12 having a diameter D ₂ substantially equal to the outer diameter D of the pile 1 at the center,
The outer diameter D ₁ is larger than the outer diameter D of the pile body 1 (for example, D ₁ =
2D) Plate-shaped steel blades 13a, 13b formed by dividing a donut-shaped circular steel plate 11 (or an elliptical steel plate) into two,
It is attached by welding continuously in the same direction so that the height difference (pitch) between the starting end portion and the terminating end portion is P on the outer periphery of the tip end portion of the pile body 1 or slightly above it, and the overall spiral shape is almost the same. The wing 10 is configured.

From the experience of construction, the outer diameter D ₁ of the circular steel plate 11 (therefore, the outer diameter of the blade 10) is generally 1.5 to 2.5 times the outer diameter D of the pile body 1. Desirably, the pitch P is 0.05 to 0.50 of the outer diameter D of the pile body 1.
About twice is desirable. Note that these are the same in the following examples.

FIG. 4 is a schematic view of the rotary penetration device 30, and FIG. 5 is a sectional view taken along line AA of FIG. In the figure, 31 is a grip portion, 32 is a rotating member having an insertion hole 33 through which the pile body 1 is inserted in the center portion, and 34 is a plurality of gripping hydraulic jacks provided on the lower surface of the rotating member 32 . Reference numeral 36 denotes a fixing member attached to the actuator 35 of each gripping hydraulic jack 34, and the tip end portion thereof is formed in an arc shape corresponding to the outer diameter of the pile body 1. Reference numeral 37 is a base plate provided with an insertion hole 38 through which the pile body 1 is inserted in the center thereof and attached to the lower portion of the gripping hydraulic jack 34.

Reference numeral 40 is a hydraulic jack for penetration attached to the leader 21 of the construction machine 20, 42 is a rotary drive device such as an electric motor connected to an actuator 41 of the hydraulic jack 40 for penetration, and a gear or the like (not shown). Is connected to the rotating member 32, and the rotation thereof is transmitted to the rotating member 32. The stroke of the actuator 41 of the penetration hydraulic jack 40 is selected to be, for example, about 1 to 3 m.

In the rotary penetration device 30 constructed as described above, in the state shown in FIGS. 4 and 5, the pile body 1 is inserted between the insertion hole 33 of the rotating member 32 and the fixing member 36 and into the insertion hole 38 of the substrate 37. It is movably inserted vertically. At this time, the actuator 35 of the gripping hydraulic jack 34 is retracted, and a gap g is formed between the pile body 1 and the fixing member 36, as shown in FIG.

Next, as shown in FIG. 6, when the actuator 35 of the gripping hydraulic jack 34 is moved forward, the fixing member 36 attached thereto firmly clamps the trunk of the pile 1 and holds and locks it. When the actuator 35 of the gripping hydraulic jack 34 is retracted, the fixing member 36 is separated from the pile body 1 and the lock is released. Thus, the pile body 1 can be locked or unlocked by moving the actuator 35 of the gripping hydraulic jack 34 of the grip portion 31 backward or forward.

Next, the operation of the present embodiment configured as described above will be described. First, the actuator 41 of the penetration hydraulic jack 40 is retracted to the end, and the actuator 35 of the grasping hydraulic jack 34 is retracted, so that the gap between the insertion hole 33 of the rotating member 32 of the grasping portion 31 and the fixing member 36 and the substrate 37. The pile body 1 suspended from the construction machine 20 is inserted into the insertion hole 38 of the above.

Then, the actuator 35 of the gripping hydraulic jack 34 is moved forward, and the fixing member 36 is used to fix the pile body 1.
Firmly grasp the body of the and lock it. The gripping position at this time varies depending on the situation, but is generally at a height position substantially corresponding to the stroke of the actuator 41 of the penetration hydraulic jack 40 from the tip of the pile body 1. In this state, as shown in FIG.
Also, the actuator 41 of the penetrating hydraulic jack 40 is moved forward while rotating the pile 1 locked to this. Thereby, the pile body 1 is screwed into the ground by the screw action of the blade 10.

When the pile body 1 is penetrated to a depth corresponding to the stroke of the actuator 41 of the hydraulic jack 40 for penetration or a desired depth, the rotary drive device 42 is stopped and the actuator 35 of the hydraulic jack 34 for gripping is stopped. To release the lock of the pile body 1 by the fixing member 36,
As shown in FIG. 8, the actuator 41 of the penetration hydraulic jack 40 is retracted to raise the grip 31 along the pile body 1.

Then, the pile body 1 is locked again by the grip portion 31, and the actuator 41 of the hydraulic jack 40 for penetration is advanced while rotating the grip portion 31 by the rotation drive device 42 to screw the pile body 1 into the ground. Penetrate. By repeating such an operation, the long pile body 1 (for example, several tens of meters) is screwed into the ground and embedded by the screw action of the blade 10.

Although the rotary penetration device 30 for the pile body 1 has been described above, if the inner wall surface of the fixing member 36 (the surface in contact with the pile body 1) is provided with irregularities, the frictional force with the pile body 1 becomes large. Thus, the pile body 1 can be gripped and locked more reliably. Further, the grip 31, the rotation drive device 42, the penetration hydraulic jack 40, the grip hydraulic jack 34, etc. are not limited to those shown in the drawings, and the trunk of the pile 1 can be freely locked or unlocked, and Other means may be used as long as they can descend while rotating the grip portion 31 and the like.

As is clear from the above description, according to the present embodiment, the body portion of the pile body 1 is gripped by the rotary penetration device 30 provided in the construction machine 20, and the pile body 1 is rolled and rolled. The wing 10 is screwed into the ground by the screw action of the wing 10 to be embedded. Therefore, compared with the conventional construction method in which the pile member is rotated by the rotating member provided in the pile head and the electric motor to be screwed into the ground. Thus, not only the cost can be reduced, but also the rotating torque of the pile body 1 can be reduced, and the pile body 1 can be stably screwed into the ground. Further, the construction machine 20 is not subjected to a heavy load such as a displacement or a twist due to the rotation of the pile body 1.

[Second Embodiment] FIG. 9 is a schematic diagram for explaining a second embodiment of the present invention. In this embodiment,
In the method of constructing a pile body having the same rotary penetration device as in the first embodiment, an auger is inserted into the pile body to excavate and soften the ground near the tip of the pile body prior to screwing the pile body. It is a thing. In the figure, 1 is a hollow pile body, 20 is a construction machine for the pile body 1, 30 is a rotary penetration device detachably attached to the body of the pile body 1, and 55 is inserted into the pile body 1. An auger, 56 is an auger head, and 57 is a rotating device for the auger 55.

Next, an example of the construction method of the present embodiment will be described.
This will be described with reference to FIGS. 10 and 11. Note that FIG. 10 and FIG.
1, the construction machine 20 is omitted. First, FIG.
As shown in (a), an auger 55 longer than the pile body 1 is inserted into the pile body 1. When the pile body 1 is to penetrate the soft ground, the pile body 1 may be penetrated into the ground and the auger 55 may be inserted into the pile body 1 when the tip reaches the vicinity of the support layer.

Next, the upper end of the auger 55 is connected to the rotating device 57 mounted on the construction machine 20. At this time, the tip portion of the auger 55 projects from the tip portion of the pile body 1 as shown in FIG. 10 (a), but the protruding length thereof is substantially equal to the outer diameter D of the pile body 1 or The following is desirable.

In this state, the pile body 1 is gripped by the rotary penetration device 30, and the pile body 1 is rotated in the forward direction by the rotation drive device, and the auger 55 is rotated in the opposite direction by the rotation device 57, for example. The pile body 1 and the auger 55 may be rotated in the same direction. As a result, as shown in FIG. 10B, the auger 55 excavates and softens the ground in the vicinity of the tip before the pile body 1, and the pile body 1 is penetrated into the ground by the screw action of the blade 10. At this time, the earth and sand in the vicinity of the tip end of the pile body 1 are piled up above the blade body 10 mainly by the action of the blade body 10.
Of the earth and sand is taken into the pile body 1 by the auger 55. The amount of earth and sand taken into the pile body 1 by the auger 55 varies depending on the size of the tip opening of the pile body 1 and the size and shape of the auger 55. You can prevent it from overflowing.

When the pile body 1 penetrates, the auger 55
In order to excavate and soften the ground ahead of the blades 10, the torque required to rotate the pile body 1 is significantly reduced as compared with the case where the auger 55 is not used. Further, if the rotations of the pile body 1 and the auger 55 are reversed, the reaction force from the rotary penetration device 30 and the rotation device 57 that acts on the construction machine 20 also becomes a reaction force due to the difference between the torques of the two, so that the reaction force is significantly increased. Decrease.
In addition, when the pile body 1 is penetrated into soft ground to the extent that excavation softening by the auger 55 is not required,
The rotation of the pile body 1 is stopped without protruding from the tip portion of the pile body 1, and when the tip portion of the pile body 1 reaches the vicinity of the support layer, the auger 5
5 may be made to project and it may rotate. By doing so, it is possible to suppress the intrusion of earth and sand into the pile body 1.

As shown in FIG. 11 (a), when the support layer is deep, the piles are appropriately spun and the auger 55 is rotated by the rotating device 57 by the rotating means 57 in the above-described manner to excavate and soften the ground and the rotary penetrating device 30. The pile body 1 is penetrated by. When the tip of the pile 1 reaches the support layer, the rotation of the pile 1 and the auger 55 is stopped. It should be noted that, when the excavation by the auger 55 is stopped near the stop and only the pile body 1 is penetrated, the tip supporting force can be greatly exerted.

Then, as shown in FIG. 11 (b), the rotary penetration device 30 is removed from the pile body 1, and the rotation device 57 is rotated while the auger 55 is rotated in the opposite direction with the pile body 1 left in the ground. If raised, the auger 55 is pulled up from the pile body 1, the pile body 1 is buried in the ground, and the construction is completed.

The method for constructing a screwed pile according to the present embodiment is such that the auger 55 inserted in the pile body 1 excavates and softens the ground in the vicinity of the tip end of the pile in advance, and it is detachable from the body portion of the pile body 1. Since the pile body 1 is rotated by the rotary penetration device 30 attached to, the torque for rotating the pile body 1 can be significantly reduced, and thus the penetration efficiency of the pile body 1 is improved, In addition, the rotary penetration device 30 and the construction machine 20 can be downsized. Further, since the torsional moment acting on the pile body 1 is small, it can be applied to thin-walled steel pipe piles and concrete piles. Furthermore, the present invention can be applied to a large-diameter pile body whose outer diameter exceeds 600 mm, which has been difficult to screw into the pile head.

If the pile body 1 and the auger 55 are rotated in the opposite directions, the respective torques cancel each other out, and the reaction force acting on the construction machine 20 can be reduced. Therefore, the construction machine 20 The stability can be secured even if the size is reduced.

FIG. 12 shows another example of the present embodiment. Above the tip portion of the auger 55, there is provided a steel sand retaining plate 58 having an outer diameter slightly smaller than the inner diameter of the pile body 1. It is a thing. According to this example, since the infiltration of the earth and sand excavated and softened by the auger 55 into the pile body 1 is suppressed by the sediment stop plate 58, the excavated and softened earth and sand moves to the outer periphery of the pile body 1 and the pile body 1 moves. The ground around 1 can be compressed to improve the frictional force on the peripheral surface, and there is no risk of soil overflowing from the top of the pile 1. Since the pile body 1 has a large torque at the tip, even if the friction on the peripheral surface increases, the pile body 1
There is no hindrance to the penetration.

FIG. 13 shows still another example of the present embodiment, in which the auger 55 which is inserted into the pile body 1 and protrudes from the tip has an auger of a structure which can be enlarged by an operation from the ground. The head 56 is provided. In this case, the expansion range of the auger head 56 is preferably equal to or larger than the outer diameter of the pile body 1 and within the outer diameter of the blade 10.

The construction method according to the present example is almost the same as the above case, but the auger head 56 may be expanded from the beginning after the auger 55 is inserted into the pile body 1 so as to protrude from the pile tip portion. Alternatively, it may be enlarged when the tip of the auger 55 reaches the vicinity of the support layer. When the burying of the pile body 1 is completed, the auger head 56 is reduced to the original state, the pile body 1 is left in the ground, and the auger 55 is pulled up. In this example as well, the same effect as above can be obtained, but the range for excavating and softening the earth and sand by the auger 55 is further widened, so that the torque for rotating the pile 1 can be further reduced.

[Third Embodiment] FIG. 14 is a schematic diagram for explaining a third embodiment of the present invention. The same parts as those in the second embodiment are designated by the same reference numerals and the description thereof will be omitted. In the present embodiment, from the tip portion of the auger according to the second embodiment, a hardening fluid is jetted to a desired range to mix with sand and sand excavated and softened, and at the same time, the pile body is screwed into the ground to When a predetermined depth is reached, the auger is pulled up to solidify at least the soil around the wings.

In the axial direction of the auger 55a, there is provided a through hole 59 for pumping a curable fluid such as cement milk or a chemical liquid for ground solidification, which will be described later, to the tip, and the auger head provided at the tip. An ejection port 59a for ejecting the curable fluid is formed in 56 (see FIG. 15). Reference numeral 60 denotes a plant of a curable fluid such as cement milk or a chemical liquid for ground solidification (hereinafter referred to as a curing material plant), and a through hole 59 provided in the auger 55a is rotatably connected by a hose 61.

Next, the operation of this embodiment will be described with reference to FIG. First, as shown in FIG. 15A, the hose 61 of the hardening material plant 60 is connected to the through hole 59 of the auger 55a.
Via a rotatable joint (not shown). Then, as in the case of the second embodiment, for example, the pile body 1 is rotated in the forward direction by the rotary penetration device 30 and the auger 55a is rotated in the opposite direction by the rotation device 57 to excavate and soften the ground in the vicinity of the tip. Meanwhile, the pile body 1 penetrates into the ground.

When the pile body 1 is penetrated to an appropriate depth, as shown in FIG. 15 (b), the hardening material plant 60 is driven and the hardening fluid 62 is inserted into the through hole 59 of the auger 55a via the hose 61. 59 which is provided by pumping at the tip
It is jetted from a and stirred and mixed with the earth and sand softened by the rotation of the auger head 56 and the blade 10. At this time,
By setting the rotation directions of the pile body 1 and the auger 55a to be opposite to each other, the curable fluid 62 and the earth and sand are better agitated, and the mixture 63 having high uniformity is obtained. The jetting section of the curable fluid 62 is
It is decided according to the peripheral friction of the pile body 1 required for the design, and it may be the entire section from the pile head to the pile tip, or the blade 1
Only the vicinity of 0 is sufficient.

When the tip of the pile reaches the support layer, the blade 10
After the auger head 56 and the auger head 56 sufficiently stir the vicinity of the support layer to mix the soil and the hardenable fluid well, the rotation of the pile body 1 and the auger 55a is stopped. Next, if the rotary penetration device 30 is removed from the pile body 1 and the auger 55a is raised and pulled up from the pile body 1, the pile body 1 is buried in the ground and the construction is completed.

According to the present embodiment, the same effect as that of the second embodiment can be obtained, and the curable fluid ejected from the tip of the auger 55a and the earth and sand are stirred and mixed, and the blade 10 and the auger 55a are agitated. Since the ground disturbed by is solidified, a larger tip supporting force can be exerted.

[Fourth Embodiment] The fourth embodiment is a pile 1
It shows another example of the blade 10 provided in the. In the examples of FIGS. 16 and 17, as shown in FIG. 17 (in FIG. 17, the pile body 1 is turned upside down for ease of explanation), the tip of the pile body 1 is divided into two steps. The stepped portions 2a and 2b are provided, and a substantially L-shaped mounting portion 3a that reaches the upper end portion of the other stepped portion 2b from the lower end portion of the one stepped portion 2a is provided, and one stepped portion is provided from the lower end portion of the other stepped portion 2b. A substantially L-shaped mounting portion 3b reaching the upper end of the portion 2a is provided, and the steel wings 13a and 13b described in FIG. 3 are crossed at the same height as shown in FIG. 16 to mount portions 3a and 3b. Attached by welding to the wing 10
Is configured.

The height of the step portions 3a and 3b is P / 2. It should be noted that one stepped portion having a height P is provided at the tip of the pile body 1 to form a continuous spiral mounting portion, and the steel wings 13a and 13b are continuously mounted to this mounting portion, and The spiral blade 10 may be configured.

In the examples of FIGS. 18 and 19, as shown in FIG. 19, a hole 1 having a diameter D ₂ substantially equal to the outer diameter D of the pile 1 is formed in the central portion.
2 and the outer diameter D ₁ is larger than the outer diameter D of the pile body 1 Donut-shaped circular steel plate 11 (or elliptical steel plate)
A spiral blade 14 formed by cutting from 2 to the outer circumference and bending it into a spiral shape having a pitch P is attached to the outer circumference of the pile body 1 by welding or the like as shown in FIG. Is. In addition, one stepped portion having a height P is provided at the tip of the pile body 1 to form a continuous spiral attachment portion, and the spiral blade 14 is attached to this attachment portion to form the spiral blade 10. You may.

Although an example of the blade 10 provided on the pile body 1 has been described above, the present invention is not limited to this.
The shape and structure of the blades, the number, the mounting position, the mounting means and the like can be changed as appropriate.

[0047]

The construction method of the screwed pile according to the present invention is as follows.
By rotating the steel pipe pile having a wing tip or outer periphery by a screw action of the blades in the construction method to penetrate the steel pipe pile in the ground, the rotary penetration device rotatably mounted detachably to the body portion of the steel pipe pile, The steel pipe pile was locked by the rotary penetration device .
After that, rotate to penetrate the steel pipe pile into the ground,
When it penetrates to the depth of
After raising the insertion device, the steel pipe pile is locked again,
Since the steel pipe pile was to penetrate into the ground, not only the cost can be reduced as compared with the conventional construction methods, it is possible to reduce the rotation torque of the steel pipe pile <br/>, stable steel pipe pile Can penetrate underground. In addition, steel pipe pile
It does not give a heavy load such as twisting due to the rotation of.

[0048] Moreover, the construction method of the screwed pile according to the present invention is to detachably mount the rotary penetration device the body of the steel pipe pile, steel pipe pile with its distal end is inserted auger into the steel pipe in the pile To the rotary penetration device.
Given a rotational force in the entire range or a predetermined range of the ground in the auger with providing a rotating force to more steel pipe pile, the O
Near the tip of the steel pipe pile due to the auger head of the auger
The by excavating softened penetrate the steel pipe pile in the ground, along with when the steel pipe pile <br/> has reached a predetermined depth removing the rotary penetration device from the pile body so as to pull the auger Therefore, in addition to the above effects, the penetration efficiency of the screwed pile is improved, the rotating torque can be further reduced, and a large tip supporting force can be obtained. In addition, if the pile body and the auger are rotated in opposite directions, the construction machine will not be eccentric or twisted.

[0049] Further, by injecting a curable flow animals from the tip of the auger mixed and stirred with excavated softened sediment by said auger head, the depth the steel pipe pile is given to penetrate the steel pipe pile into the ground at the same time When it reaches the height, remove the rotary penetration device from the steel pipe pile and pull up the auger,
Since at least the soil around the blade is solidified, a larger tip supporting force can be obtained in addition to the above effects.

[0050]

[Brief description of drawings]

FIG. 1 is a schematic diagram for explaining a first embodiment of the present invention.

FIG. 2 is an explanatory view of a tip end portion of the pile body in FIG.

FIG. 3 is an explanatory view of a manufacturing process of the steel wing shown in FIG.

FIG. 4 is an explanatory diagram of an example of the rotary penetration device of FIG. 1.

5 is a cross-sectional view taken along the line AA of FIG.

6 is an explanatory view of the operation of the rotary penetration device of FIG.

FIG. 7 is an explanatory diagram of a construction method according to the first embodiment.

FIG. 8 is an explanatory diagram of a construction method according to the first embodiment.

FIG. 9 is a schematic diagram for explaining the second embodiment of the present invention.

FIG. 10 is an explanatory diagram of a construction method according to the second embodiment.

FIG. 11 is an explanatory diagram of a construction method according to the second embodiment.

FIG. 12 is a schematic diagram of a main part of another example of the second embodiment.

FIG. 13 is a schematic diagram of a main part of still another example of the second embodiment.

FIG. 14 is a schematic diagram for explaining a third embodiment of the present invention.

FIG. 15 is an explanatory diagram of a construction method according to the third embodiment.

FIG. 16 is a perspective view of a main part of a pile body according to a fourth embodiment of the present invention.

FIG. 17 is an explanatory view of a tip end portion of the pile body of FIG. 16.

FIG. 18 is a perspective view of another example of the main part of the pile body according to the fourth embodiment.

FIG. 19 is an explanatory diagram of a manufacturing process of the spiral blade of FIG. 18.

[Explanation of symbols]

1 pile 10 wings 13a, 13b Steel wings 14 spiral wings 20 construction machines 30 rotary penetration device 55,55a Auger 56 Auger Head 57 Rotating device 58 Soil stop plate 60 Hardener plant 62 Curable fluid 63 Mixture of sediment and hardening fluid

─────────────────────────────────────────────────── ─── Continuation of the front page (72) Gen Mori Gen 1-2-1, Marunouchi, Chiyoda-ku, Tokyo Inside Nippon Steel Pipe Co., Ltd. (56) Reference JP-A-5-287740 (JP, A) JP-A-62 -296014 (JP, A) JP-A-2-197689 (JP, A) Actual development 1-156239 (JP, U) (58) Fields investigated (Int.Cl. ⁷ , DB name) E02D 7/22 E02D 5/56 E02D 7/00

Claims (5)

(57) [Claims] 1. A construction method for the steel pipe pile by a screw action of the blades by rotating the steel pipe pile having a wing tip or outer circumference to penetrate into the ground, attaching and detaching the rotary penetration device to the body portion of the steel pipe pile Attach freely,
The steel pipe pile is locked by the rotary penetration device and then rotated.
Then, the steel pipe pile is penetrated into the ground, and the steel pipe pile has a predetermined depth.
When it has penetrated to the end, the lock is released and the rotary penetration device
And then lock the steel pipe pile again,
A method for constructing a screwed pile, which comprises digging into the ground. 2. A construction method for the steel pipe pile by a screw action of the blades by rotating the steel pipe pile having a wing tip or outer circumference to penetrate into the ground, attaching and detaching the rotary penetration device to the body portion of the steel pipe pile Attached freely, insert an auger into the steel pipe pile , project the tip of the auger from the tip of the steel pipe pile , and attach it to the rotary penetration device.
Given a rotational force in the entire range or a predetermined range of the ground in the auger with providing a rotating force to more steel pipe pile, the O
Use the auger head of the gar to remove the steel pipe pile near the tip.
Drilling is softened by penetrating the steel pipe pile in the ground, together with the steel pipe pile is when it reaches a predetermined depth removing said one rotational penetration device steel pipe pile <br/> et al, that pulling the auger A method of constructing a characteristic screwed pile. 3. A construction method for the steel pipe pile by a screw action of the blades by rotating the steel pipe pile having a wing tip or outer circumference to penetrate into the ground, attaching and detaching the rotary penetration device to the body portion of the steel pipe pile The steel pipe pile can be installed freely and the auger can be inserted into the steel pipe pile.
An auger head having a diameter smaller than the inner diameter of the steel pipe pile is projected from the tip of the steel pipe pile at an outer diameter of the steel pipe pile or a length less than that.
A rotating force is applied to the steel pipe pile by a rotary penetration device and a rotating force is applied to the auger in the entire range or a predetermined range in the ground , and the auger head is used to bring the steel pipe pile close to the tip end.
By excavating and softening the side to penetrate the steel pipe pile into the ground,
When the pile reaches the specified depth, the rotary penetration device
A method for constructing a screwed pile , which comprises removing the pile from the pile and pulling up the auger . 4. A curable fluid from the tip of the auger
Soil that has been sprayed and excavated and softened by the auger head
Stir and mix with sand and at the same time penetrate the steel pipe pile into the ground
When the steel pipe pile reaches a predetermined depth, the rotary penetration device
Remove it from the steel pipe pile and pull up the auger
Both are characterized by solidifying the soil around the wing.
The method for constructing a screwed pile according to claim 2 or 3 . 5. A curable fluid from the tip of the auger
And the earth and sand that was sprayed and excavated and softened by the auger head
Stir and mix, and at the same time penetrate the steel pipe pile into the ground
When the pile reaches the specified depth, the rotary penetration device
Remove from the pile and pull up the auger to
The earth and sand on the sides are solidified, and the method according to claim 2 or 3.
Construction method of the screwed pile described.