KR20240045647A - Pile construction method for underwater - Google Patents

Abstract

The present invention relates to a method of constructing offshore piles, and more specifically, an exterior casing step of casing the exterior in an excavator, an excavation step of excavating underwater rock using an excavator with the exterior cased, and excavation completed in underwater rock. Afterwards, an excavator removal step of removing the excavator with the exterior in place, an inner pipe insertion step of inserting an inner pipe into the interior of the exterior from which the excavator has been removed, and filling a filler between the inner pipe and the exterior, and between the exterior and the rock. Includes grouting step.
According to the present invention as described above, it is possible to firmly construct piles in underwater rock without blocking water using conventional water barriers, etc., thereby reducing work time and costs.

Description

Pile construction method for offshore {Pile construction method for underwater}

This patent application was carried out with the support of research funds from the Ministry of Land, Infrastructure and Transport's "Climate Change Adaptive Multipurpose Land Expansion Technology Development (Project No. 22CTAP-C164018-02)" project.

The present invention relates to a pile construction method, and more specifically, to a maritime pile construction method that can firmly construct piles in underwater rock without blocking water using conventional water barriers, etc., thereby reducing work time and costs. It's about.

Generally, as a method of constructing an underwater pier, there is a well construction method. This technology transports the well body to the surface of the water at the location where the pier is to be installed, then drops the transported well body into the water and sinks it to the seafloor.

It is a technology to construct a pier by excavating the ground inside the well body to the rock layer, sinking the well body into the seabed rock layer, then installing a form inside the well body, and pouring and curing concrete on the installed form.

However, as disclosed in Registered Patent No. 10-1154623, this conventional well barrel construction method has the disadvantage of requiring large-scale heavy equipment and a large number of workers because the entire well body, which is heavy and long, must be handled.

In particular, due to these disadvantages, problems have been pointed out that it is very difficult to construct, there is a risk of safety accidents, high construction costs are required, and a long construction period is required.

In other words, the well barrel method has the disadvantage of having to move the heavy and long body of the well to the surface of the sea and lift it as a whole, making it very difficult and difficult to work with, and even raising the risk of safety accidents.

In particular, there is a disadvantage that large barges and large offshore cranes are needed to handle the heavy and long well body, and that a large number of workers are required to operate them. Therefore, the conventional well construction method is not only very difficult and difficult to construct, but also requires a lot of construction cost and labor, and has the problem of extending the construction period.

Accordingly, the present invention was created to solve the above problems, including an exterior casing step of casing the exterior in an excavator, an excavation step of excavating underwater rock using an excavator while the exterior is cased, and excavation in underwater rock. After completion, an excavator removal step of removing the excavator with the exterior in place, an inner pipe insertion step of inserting an inner pipe into the interior of the exterior from which the excavator has been removed, and filling a filler between the inner pipe and the exterior, and between the exterior and the rock. The purpose is to provide a maritime pile construction method that can firmly construct piles in underwater rock without blocking water using conventional water barriers, including the grouting step, thereby reducing work time and costs.

The present invention for achieving the above object includes an exterior casing step of casing the exterior in an excavator, an excavation step of excavating underwater rock using an excavator while the exterior is cased, and after excavation in the underwater rock is completed, the exterior is located. It includes an excavator removal step of removing the excavator from the state, an inner pipe insertion step of inserting an inner pipe into the interior of the exterior from which the excavator has been removed, and a grouting step of filling a filler between the inner pipe and the exterior, and between the exterior and the rock.

Preferably, the excavator includes a small diameter hammer, and the small diameter hammer has a diameter of 450 to 1,500 mm.

And the outer and inner pipes are steel pipes, and the diameter of the inner pipe is 800 to 824 mm, and the diameter of the outer pipe is 1000 to 1026 mm.

In addition, before the step of inserting the inner tube, a gap maintenance part installation step of installing a plurality of gap maintenance parts at regular intervals on the inner tube to maintain the gap with the outer tube, and a plurality of shear keys are placed on the outer surface of the inner tube to prevent shear failure of the inner tube. It further includes a leaflet key installation step.

And along the outer peripheral surface of the inner tube, a screw thread is formed, and the space maintaining part in the space maintaining part installation step includes a lower body coupled to the screw thread, an upper body spaced at a certain distance above the lower body and coupled to the screw thread, A gap maintenance bar that has elasticity, connects the lower body and the upper body, and when the gap between the lower body and the upper body narrows, the central part protrudes outward and touches the inner surface of the exterior to maintain the gap, and has elasticity, It is provided inside the gap maintenance bar, and when the central part of the gap maintenance bar protrudes outward, on the contrary, the central part protrudes inward and includes a gap support part for supporting the protruding gap maintenance bar.

In addition, the grouting step includes a first grouting step of filling the filler to the height of the excavated bedrock, and a second grouting step of filling the filler to the top of the inner pipe and the outer pipe.

And a grouting injection pipe provided inside the inner pipe, a pressure regulator for controlling each internal pressure of the inner pipe and the outer pipe, a plurality of first grouting transfer holes formed along the lower end of the inner pipe, and a plurality of first grouting transfer holes along the lower end of the outer pipe. It further includes a formed second grouting transfer hole.

In addition, the first grouting step is a first filler injection step of filling the lower part of the inner pipe with the filler through the grouting injection pipe, and the pressure regulator so that the filler is maintained below the height of the bedrock during the first filler injection step. As the internal pressure of the inner tube is maintained at a constant pressure, the continuously supplied filler is filled between the inner tube and the outer tube through the first grouting transfer hole, and the pressure control unit maintains the internal pressure between the inner tube and the outer tube. Including an external pressure maintenance step in which the pressure is maintained at a constant pressure to maintain the filling height between the inner pipe and the exterior below the height of the rock, and the continuously supplied filler fills the space between the exterior and the rock through the second grouting transfer hole. do.

According to the maritime pile construction method according to the present invention, it is a very useful and effective invention that allows the piles to be firmly constructed in the underwater rock without blocking water using conventional water barriers, etc., thereby reducing work time and costs. .

1 is a diagram showing a method of constructing a maritime pile according to the present invention;
Figure 2 is a diagram showing a pile installed in underwater rock according to the present invention,
Figure 3 is a diagram showing another embodiment of the maritime pile construction method according to the present invention,
Figure 4 is a diagram showing a gap maintenance part according to the present invention;
Figure 5 is a diagram showing the grouting step according to the present invention,
Figure 6 is a diagram showing the filler injection position in the grouting step according to the present invention;
Figure 7 is a diagram showing the first grouting step according to the present invention.

Hereinafter, preferred embodiments according to the present invention will be described in detail with reference to the attached drawings. The detailed description set forth below in conjunction with the accompanying drawings is intended to illustrate exemplary embodiments of the invention and is not intended to represent the only embodiments in which the invention may be practiced. The following detailed description includes specific details to provide a thorough understanding of the invention. However, those skilled in the art will recognize that the present invention may be practiced without these specific details.

In some cases, in order to avoid ambiguity of the concept of the present invention, well-known structures and devices may be omitted or may be shown in block diagram form focusing on the core functions of each structure and device.

Throughout the specification, when a part is said to “comprise or include” a certain element, this means that it does not exclude other elements but may further include other elements, unless specifically stated to the contrary. do. Additionally, the term “… unit” used in the specification refers to a unit that processes at least one function or operation. In addition, the terms "a or an", "one", "the", and similar related terms are used in the context of describing the invention (particularly in the context of the claims below) as used herein. It may be used in both singular and plural terms, unless indicated otherwise or clearly contradicted by context.

In describing embodiments of the present invention, if a detailed description of a known function or configuration is judged to unnecessarily obscure the gist of the present invention, the detailed description will be omitted. The terms described below are terms defined in consideration of functions in the embodiments of the present invention, and may vary depending on the intention or custom of the user or operator. Therefore, the definition should be made based on the contents throughout this specification.

Hereinafter, preferred embodiments of the present invention will be described with reference to the attached drawings.

Figure 1 is a diagram showing a maritime pile construction method according to the present invention, Figure 2 is a diagram showing a pile installed in underwater rock according to the present invention, and Figure 3 is another diagram of the maritime pile construction method according to the present invention. It is a drawing showing an embodiment, Figure 4 is a drawing showing a gap maintenance part according to the present invention, Figure 5 is a drawing showing a grouting step according to the present invention, and Figure 6 is a drawing showing filler injection in the grouting step according to the present invention. It is a drawing showing the location, and Figure 7 is a drawing showing the first grouting step according to the present invention.

As shown in the drawing, the offshore pile construction method includes an exterior casing step (S10), an excavation step (S20), an excavator removal step (S30), an inner pipe insertion step (S40), and a grouting step (S50).

In the exterior casing step (S10), the exterior 100 is cased in an excavator.

And in the excavation step (S20), the underwater rock mass (2) is excavated using an excavator while the exterior (100) is cased.

In this excavation step (S20), the underwater rock is excavated and the outer shell 100 is inserted into the excavation hole of the rock.

In the excavator removal step (S30), after excavation in the underwater rock is completed, the excavator is removed with the exterior 100 in place.

Additionally, in the inner tube insertion step (S40), the inner tube 200 is inserted into the exterior 100 from which the excavator has been removed.

In the grouting step (S50), filler 300 is filled between the inner pipe 200 and the exterior 100, and between the exterior 100 and the rock.

Accordingly, as shown in FIG. 2, piles can be firmly constructed in underwater rock without blocking water using conventional water barriers, etc.

Here, the excavator includes a small diameter hammer, and the small diameter hammer uses a diameter of 450 to 1,500 mm.

The exterior 100 and the inner pipe 200 are made of steel pipe.

The diameter of the inner tube 200 is 800 to 824 mm, in one embodiment, 812 mm, and the outer tube 100 has a diameter of 1,000 to 1,026 mm, in one embodiment, 1013 mm.

In addition, as shown in FIG. 3, the offshore pile construction method further includes a gap maintenance part installation step (S60) and a shear key installation step (S70).

In the gap maintenance unit installation step (S60), before the inner pipe insertion step (S40), a plurality of gap maintenance units (400) are installed on the inner pipe (200) at regular intervals in order to maintain the gap with the outer tube (100).

And in the shear key installation step (S70), a plurality of shear keys 500 are installed on the outer surface of the inner pipe 200 to prevent shear failure of the inner pipe 200.

For this purpose, a screw thread 210 is formed along the outer peripheral surface of the inner tube 200.

And, as shown in FIG. 4, the gap maintenance part 400 includes a lower body 410, an upper body 420, a gap maintenance bar 430, and a gap supporter 440.

The lower body 410 is coupled to the screw thread.

In addition, the upper body 420 is spaced apart from the upper side of the lower body 410 at regular intervals and is coupled to the screw thread.

The gap maintenance bar 430 has elasticity and connects the lower body 410 and the upper body 420. When the gap between the lower body 410 and the upper body 420 narrows, the central part protrudes outward to give an external appearance. It touches the inner surface of (100) and maintains the gap.

And the gap support part 440 has elasticity and is provided on the inside of the gap maintenance bar 430, so that when the central part of the gap maintenance bar 430 protrudes outward, on the contrary, the central part protrudes inward and the protruding gap maintenance bar ( 430).

Accordingly, the gap between the inner tube 200 and the outer tube 100 can be maintained.

Additionally, the grouting step (S50) includes a first grouting step (S51) and a second grouting step (S52), as shown in FIGS. 5 and 6.

In the first grouting step (S51), the filler 300 is filled to the height of the excavated bedrock.

And in the second grouting step (S52), the filler 300 is filled to the top of the inner pipe 200 and the outer pipe 100.

For this purpose, it further includes a grouting injection pipe 600, a pressure regulator 610, a first grouting transfer hole 620, and a second grouting transfer hole 630.

The grouting injection pipe 600 is provided inside the inner pipe 200, and its lower end is provided adjacent to the bottom of the inner pipe 200.

And the pressure control unit 610 is provided to adjust the internal pressures of the inner tube 200 and the outer tube 100.

A plurality of first grouting transfer holes 620 are formed along the lower end of the inner pipe 200.

In addition, a plurality of second grouting transfer holes 630 are formed along the lower end of the exterior 100.

Here, the first grouting step (S51) includes a first filling re-injection step (S511), an internal pressure maintaining step (S512), and an external pressure maintaining step (S513), as shown in FIG. 7.

In the first filler injection step (S511), the filler 300 is filled into the lower part of the inner pipe 200 through the grouting injection pipe 600.

And, in the internal pressure maintenance step (S512), the internal pressure of the inner pipe 200 is adjusted by the pressure regulator 610 so that the filler 300 is maintained below the height of the rock 2 during the first filler injection step (S511). Maintain at a constant pressure.

Accordingly, the continuously supplied filler 300 is filled between the inner pipe 200 and the outer pipe 100 through the first grouting transfer hole 620.

In the external pressure maintenance step (S513), the pressure between the inner tube 200 and the outer tube 100 is maintained at a constant pressure by the pressure regulator 610, and the height filled between the inner tube 200 and the outer tube 100 is adjusted to the rock mass (2). ) is maintained below the height.

And the continuously supplied filler 300 fills the space between the exterior 100 and the bedrock 2 through the second grouting transfer hole 630.

After the filler 300 filled through this first grouting step (S51) is solidified, the interior of the inner pipe 200 and the exterior 100 is completely filled with the filler and solidified through the second grouting step (S52). , pile installation is completed.

It is preferable that the height of the filler filled in this second grouting step (S52) is 5 times or more than the diameter of the exterior 100.

100: exterior 200: interior
300: Filler 400: Gap maintenance part
500: Shear key 600: Grouting injection pipe
610: Pressure regulator 620: First grouting transfer hole
630: 2nd grouting transfer hole

Claims (5)

An exterior casing step of casing the exterior to the excavator;
An excavation step of excavating underwater rock using an excavator while the exterior is cased;
After excavation in the underwater rock is completed, an excavator removal step of removing the excavator while the exterior is located;
An inner pipe insertion step of inserting an inner pipe into the interior of the exterior from which the excavator has been removed; and
A method of constructing offshore piles comprising a grouting step of filling a filler between the inner pipe and the outer pipe and the outer shell and the bedrock. According to paragraph 1,
Before the inner tube insertion step, a gap maintenance unit installation step of installing a plurality of gap maintenance units at regular intervals in the inner tube to maintain the gap with the outer tube; and
A maritime pile construction method further comprising a shear key installation step of installing a plurality of shear keys on the outer surface of the inner pipe to prevent shear failure of the inner pipe. According to paragraph 2,
A thread is formed along the outer peripheral surface of the inner tube,
The gap maintenance part in the gap maintenance installation step is,
a lower body coupled to the screw thread;
an upper body spaced at a certain distance above the lower body and coupled to the screw thread;
A gap maintenance bar that has elasticity, connects the lower body and the upper body, and when the gap between the lower body and the upper body narrows, the central part protrudes outward and touches the inner surface of the exterior to maintain the gap; and
It has elasticity, and is provided on the inside of the gap maintenance bar, so that when the central part of the gap maintenance bar protrudes outward, on the contrary, the central part protrudes inward to support the protruding gap maintenance bar. Construction of offshore piles including a gap support part. method. The method of claim 1, wherein the grouting step is:
A first grouting step of filling filler material to the height of the excavated bedrock; and
A maritime pile construction method comprising a second grouting step of filling the inner pipe and the upper part of the exterior with filler. According to clause 4,
A grouting injection pipe provided inside the inner pipe;
A pressure control unit for controlling the internal pressure of the inner tube and the outer tube;
A plurality of first grouting transfer holes formed along the lower end of the inner pipe; and
It further includes; a plurality of second grouting transfer holes formed along the lower end of the exterior,
The first grouting step is,
A first filler injection step of filling the lower part of the inner pipe with the filler through the grouting injection pipe;
During the first filler injection step, the internal pressure of the inner pipe is maintained at a constant pressure by the pressure control unit so that the filler is maintained below the height of the rock, so that the filler continuously supplied is fed through the first grouting transfer hole. An internal pressure maintenance step of filling between the inner tube and the outer tube; and
The pressure between the inner pipe and the exterior is maintained at a constant pressure by the pressure control unit to maintain the filling height between the inner pipe and the exterior below the height of the rock, and the continuously supplied filler is connected to the exterior and the rock through the second grouting transfer hole. A maritime pile construction method including the step of maintaining external pressure by filling the gap.

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