KR102456454B1 - Sacrificial steel pipe saving cast in placed pile and the construction method therefor - Google Patents

Abstract

The present invention relates to an in-situ pile structure for saving sacrificial steel pipes and a construction method thereof. The in-situ pile structure for saving sacrificial steel pipes is installed across an underwater part and a ground part underneath the underwater part and comprises: a geotextile tube pile constructed below and provided with a geotextile tube; and a sacrificial steel pipe pile continuously constructed on the upper side of the geotextile tube pile and provided with a sacrificial steel pipe on the outer edge thereof. An overlapping part, in which the geotextile tube is overlapped with the inside of the sacrificial steel pipe, is included on a portion on which the geotextile tube pile and the sacrificial steel pipe tube are continuously arranged. A latch protrusion provided on the inner circumferential surface of the sacrificial steel pipe of the overlapping part is attached and installed. The geotextile tube pile is used in the ground part and the sacrificial steel pipe pile is used in the underwater part to greatly reduce the amount of sacrificial steel pipes used without damaging safety in comparison to a conventional pile to increase economic efficiency. The latch protrusion is provided on the overlapping part overlapping the geotextile tube pile and the sacrificial steel pipe pile to have excellent steel composite performance.

Description

Sacrificial steel pipe saving type cast-in-place pile structure and its construction method

The present invention relates to a sacrificial steel pipe saving type cast-in-place pile structure and a construction method thereof, and more particularly, to a sacrificial steel pipe without reducing structural stability by merging geotextile tube piles and sacrificial steel pipe piles in constructing cast-in-place piles. It relates to a sacrificial steel pipe saving type cast-in-place pile structure and its construction method that can greatly increase economic efficiency by significantly reducing the amount of

In general, in the construction of cast-in-place piles for the installation of offshore structures, conventionally, after excavating with RCD equipment to the offshore ground, the steel pipe casing and sacrificial steel pipe (hereinafter referred to as 'sacrificial steel pipe') is placed from the ground to the underwater part. After installing the steel wire mesh inside it, concrete is poured to construct the cast-in-place pile, and the offshore structure is installed on the upper side.

In this conventional cast-in-place pile method (see Fig. 13), the sacrificial steel pipe is press-fitted while excavating from the upper surface of the water to the ground, and then the reinforcing bar mesh is inserted inside the sacrificial steel pipe and the concrete is poured for construction. By installing a sacrificial steel pipe between the , and the ground, structural stability is secured, but there is a problem in that the high-cost sacrificial steel pipe is used excessively, thereby increasing the construction cost.

Republic of Korea Patent Publication No. 10-0618597

The present invention has been devised to solve the above problems, and an object of the present invention is to use a geotextile tube pile for the ground part and a sacrificial steel pipe pile for the underwater part, without compromising safety compared to existing piles. It is to provide a sacrificial steel pipe saving type cast-in-place pile structure and its construction method, which greatly reduces the amount of used and increases economic efficiency.

In addition, it is to provide a sacrificial steel pipe saving type cast-in-place pile structure and a construction method thereof that can secure a strong bearing capacity by forming an expanded pile from which the geotextile tube is removed at the tip of the geotextile tube pile.

In addition, it is to provide a sacrificial steel pipe saving type cast-in-place pile structure and a construction method thereof, which can prevent the loss of concrete by the geotextile tube and ensure the adhesion between the rebar coating thickness and the ground part.

In addition, by pre-injecting mortar into the tip of the geotextile tube pile, injecting an initial fast-hardening mortar, injecting a fiber mixed mortar, or pressurizing the mortar after the geotextile tube pile or sacrificial steel pipe pile construction step, An object of the present invention is to provide a sacrificial steel pipe saving type cast-in-place pile structure that can reliably secure bearing capacity and a construction method thereof.

In addition, it is to provide a sacrificial steel pipe saving-type cast-in-place pile structure and a construction method thereof having excellent rigidity performance by providing a clasping jaw at the overlapping portion overlapping the geotextile tube pile and the sacrificial steel pipe pile.

The sacrificial steel pipe saving type cast-in-place pile structure according to an example of the present invention is a sacrificial steel pipe saving type cast-in-place pile structure installed over a submerged part and a ground part under the submerged part, and is constructed on the lower side, and a geotextile tube is provided on the outside geotextile tube piles; and a sacrificial steel pipe pile which is continuously constructed on the upper side of the geotextile tube pile and has a sacrificial steel pipe on the outside; It may include an overlapping portion overlapping the inner side of the overlapping portion, and a ring-shaped clasping jaw provided on the inner circumferential surface of the sacrificial steel pipe of the overlapping portion may be attached and installed to increase the rigidity performance.

It may further include upper ribs installed while being spaced apart from each other on the upper side of the sacrificial steel pipe and attached to the inner side of the sacrificial steel pipe, and lower ribs installed while being spaced apart from each other on the lower side of the sacrificial steel pipe to be attached and installed inside the sacrificial steel pipe. .

The geotextile tube pile includes a reinforcing bar network provided inside the geotextile tube, and concrete poured and hardened inside the geotextile tube, and the sacrificial steel pipe pile is a reinforcing bar provided inside the sacrificial steel pipe. It may include a mesh, and concrete poured into the sacrificial steel pipe and hardened.

The portion in which the geotextile tube pile and the sacrificial steel pipe pile are continuous may be characterized in that it is located at a boundary portion between the ground portion and the underwater portion or below the boundary portion.

It may further include an expansion pile provided at the distal end of the geotextile tube pile, wherein the expanded pile has a diameter expanded from the geotextile tube pile, and the geotextile tube is removed.

Further comprising a mortar injection pipe coupled to the reinforcing bar network, after the geotextile tube pile construction or after the sacrificial steel pipe pile construction, the mortar is pressurized and injected into the lower surface of the distal end using the mortar injection pipe, or the geotextile tube After pre-injecting mortar into the lower surface of the tip using the mortar injection pipe before pile construction, after the geotextile tube pile construction or after the sacrificial steel pipe pile construction, the mortar injection pipe is used to pressurize and inject mortar into the lower surface of the tip can be characterized as

A sacrificial steel pipe saving type cast-in-place pile construction method according to an example of the present invention comprises: inserting the sacrificial steel pipe while excavating the ground part after mounting the sacrificial steel pipe and the excavator on the ground consisting of an underwater part and a ground part sequentially from an upper part; Preparing a geotextile reinforcing bar network comprising a reinforcing bar and a reinforcing bar or spiral reinforcing bar surrounding the axial reinforcing bar and the axial reinforcing bar, and a geotextile tube surrounding the lower portion of the reinforcing bar network; simultaneously inserting the geotextile reinforcement network and the tremie tube into the sacrificial steel pipe, or inserting the geotextile reinforcement network into the sacrificial steel pipe first and then inserting the tremie tube; forming geotextile tube piles by drawing out the sacrificial steel pipe while pouring concrete through the tremie pipe; forming a sacrificial steel pipe pile by pouring concrete in a state in which the sacrificial steel pipe is retained through the tremie pipe; It can be built in order.

An expansion pile provided at the front end of the geotextile tube pile may be further formed, and the expanded pile may have an expanded diameter in the geotextile tube pile, and the geotextile tube may be removed.

In the step of forming the geotextile tube pile, the drawing of the sacrificial steel pipe is stopped before the upper end of the geotextile tube, thereby forming an overlapping portion in which the geotextile tube overlaps the inside of the sacrificial steel tube, and the sacrifice of the overlapping portion It may be characterized in that the rigidity performance is increased by attaching and installing a ring-shaped clasp provided on the inner circumferential surface of the steel pipe.

It may further include upper ribs installed while being spaced apart from each other on the upper side of the sacrificial steel pipe and attached to the inner side of the sacrificial steel pipe, and lower ribs installed while being spaced apart from each other on the lower side of the sacrificial steel pipe to be attached and installed inside the sacrificial steel pipe. .

According to the present invention, by using geotextile tube piles for the ground part and sacrificial steel pipe piles for the underwater part, it is possible to increase economic efficiency by significantly reducing the amount of sacrificial steel pipe used without compromising safety compared to conventional piles.

In addition, by forming an expansion pile from which the geotextile tube is removed at the distal end of the geotextile tube pile, it is possible to secure a strong supporting force.

In addition, the loss of concrete is prevented by the geotextile tube, and the adhesion between the reinforcing bar coating thickness and the ground can be reliably ensured.

In addition, by pre-injecting mortar into the tip of the geotextile tube pile, injecting an initial fast-hardening mortar, injecting a fiber mixed mortar, or pressurizing the mortar after the geotextile tube pile or sacrificial steel pipe pile construction step, support can be ensured.

In addition, by providing a clasp jaw in the overlapping portion overlapping the geotextile tube pile and the sacrificial steel pipe pile, the rigidity performance is excellent.

1 is a manufacturing state diagram of a geotextile reinforcing bar network of a sacrificial steel pipe saving type cast-in-place pile structure according to an example of the present invention;
2 to 11 is a construction process diagram of a sacrificial steel pipe saving type cast-in-place pile according to an example of the present invention
12a to 12d are cross-sectional views, enlarged cross-sectional views, cross-sectional views and AA cross-sectional views of the overlapping portion of the sacrificial steel pipe economizer cast-in-place pile according to an example of the present invention;
13 is a view showing a conventional cast-in-place pile

Hereinafter, some embodiments of the present invention will be described in detail with reference to exemplary drawings. In adding reference numerals to the components of each drawing, the same components are given the same reference numerals as much as possible even though they are indicated on different drawings. In addition, in describing the embodiment of the present invention, if it is determined that a detailed description of a related known configuration or function interferes with the understanding of the embodiment of the present invention, the detailed description thereof will be omitted.

In addition, in describing the components of the embodiment of the present invention, terms such as first, second, A, B, (a), (b), etc. may be used. These terms are only for distinguishing the elements from other elements, and the essence, order, or order of the elements are not limited by the terms. When it is described that a component is “connected”, “coupled” or “connected” to another component, the component may be directly connected or connected to the other component, but another component is between each component. may be “connected”, “coupled” or “connected”.

A sacrificial steel pipe saving type cast-in-place pile structure and a construction method thereof according to an example of the present invention will be described in detail with reference to the drawings.

1 is a state diagram of a geotextile reinforcing bar network of a sacrificial steel pipe saving type cast-in-place pile structure according to an example of the present invention, and FIGS. 12a to 12d are views showing in detail the overlapping portion of the sacrificial steel pipe saving type cast-in-place piles according to an example of the present invention, and FIG. 13 is a view showing a conventional cast-in-place pile.

The sacrificial steel pipe saving type cast-in-place pile structure according to an example of the present invention may be installed over the submerged part and the ground part of the submerged part. The ground portion may include a sedimentary layer thereon. That is, the ground portion may include a sedimentary layer and a ground layer positioned below the sedimentary layer.

In this embodiment, a geotextile tube pile 110 having a geotextile tube 114 on the outer side is constructed on the lower side, and a sacrificial steel pipe 124 is provided on the outer side continuously on the upper side of the geotextile tube pile 110 . A sacrificial steel pipe pile 120 may be constructed.

By forming the geotextile tube pile 110 on the lower side, it is possible to save more than 50% of the sacrificial steel pipe 124 without a decrease in structural stability, so that it can be economically constructed.

A portion where the geotextile tube pile 110 and the sacrificial steel pipe pile 120 are continuous may include an overlapping portion in which the geotextile tube 114 overlaps the inner side of the sacrificial steel pipe 124 . The overlapping portion may increase the continuity of the geotextile tube pile 110 and the sacrificial steel pipe pile 120 , and reduce leakage of concrete, thereby increasing structural rigidity.

Referring to FIG. 12 , a ring-shaped latching jaw 126 may be attached to the inner circumferential surface of the sacrificial steel pipe 124 of the overlapping portion. The hook jaw 126 may increase the rigidity performance. The ring-shaped catch jaw 126 is hardened while the concrete poured inside the geotextile tube 114 is in close contact with the lower surface, the inner surface, and the upper surface of the geotextile tube 126, so that the sacrificial steel pipe 124 and the civil engineering work. It is possible to completely prevent leakage of concrete through the fiber tubes 114, and to greatly increase structural integrity and rigidity performance.

The latch jaw 126 may be formed of a steel material and attached to the sacrificial steel pipe 124 by welding or the like. When attached in this way, structural rigidity can be reliably secured. As another example, the hook jaw 126 may be formed of synthetic resin and attached to the sacrificial steel pipe 124 by adhesive or the like.

It may include upper ribs 127 installed on the upper side of the locking jaw 126 while being spaced apart from each other and attached to the inner side of the sacrificial steel pipe 124 . In addition, it may further include lower ribs 128 attached to the inner side of the sacrificial steel pipe 124 while being spaced apart from each other on the lower side of the locking jaw 126 . The upper ribs 127 and the lower ribs 128 may also be formed of steel or synthetic resin. The upper ribs 127 and the lower ribs 128 are installed on the upper and lower sides of the locking jaw 126 and attached to the sacrificial steel pipe 124 to increase the attachment force and structural rigidity of the locking jaw 126 . The upper ribs 127 and the lower ribs 128 may be installed to be shifted from each other.

The geotextile tube pile 110 may include a reinforcing bar network 112 provided inside the geotextile tube 114 and concrete poured and hardened inside the geotextile tube 114 .

The sacrificial steel pipe pile 120 may include a reinforcing bar network 112 provided inside the sacrificial steel pipe 124 , and concrete poured and hardened in the sacrificial steel pipe 124 .

The reinforcing bar network 112 installed inside the geotextile tube pile 110 and the sacrificial steel pipe pile 120 may be formed as a continuum.

A portion in which the geotextile tube pile 110 and the sacrificial steel pipe pile 120 are continuous may be located at a boundary portion between the ground portion and the underwater portion or below the boundary portion.

As described above, the ground portion may include a sedimentary layer on the upper side. In this case, the boundary portion may be located at the boundary between the underwater portion and the sedimentary layer, in the middle of the sedimentary layer, or at the lower end of the sedimentary layer, that is, at the boundary with the ground layer. Structural stability increases as the sacrificial steel pipe pile 120 goes downward, but the usage of the sacrificial steel pipe 124 may slightly increase, which may be selected in consideration of the field situation.

It may further include a mortar injection pipe 136 coupled to the reinforcing bar network 112 . After the geotextile tube pile 110 is constructed or the sacrificial steel pipe pile 120 is constructed by using the mortar injection pipe 136 , the mortar can be pressurized and injected into the lower surface of the distal end. The pressure-injected mortar can increase the bearing capacity and structural stability of the pile by being press-injected into gaps such as cracks that may exist between the tip and the ground or in the ground.

Alternatively, after pre-injecting mortar into the lower surface of the distal end using the mortar injection pipe 136 before construction of the geotextile tube pile 110, after the geotextile tube pile 110 construction or the sacrificial steel pipe pile 120 ) After construction, the mortar injection pipe 136 may be used to pressurize the mortar into the lower surface of the tip.

The mortar can prevent the concrete from leaking by filling unexpected cracks that may exist at the tip by using the super fast hardening mortar. The mortar can increase the filling effect, such as cracks, by using a fiber-mixed mortar.

An expansion pile 140 provided at the tip of the geotextile tube pile 110 may be further included. The expansion pile 140 has an expanded diameter in the geotextile tube pile 110 , and the geotextile tube 114 may be removed. The expanded part may increase the bearing capacity of the pile and increase the bonding force with the ground part. If there is an expansion pile 140, the pre-injection of mortar or pressure injection may be performed between the front end of the expansion pile 140 and the ground.

Hereinafter, a sacrificial steel pipe saving type cast-in-place pile construction method according to an example of the present invention will be described with reference to the drawings.

First, referring to FIGS. 2 to 3 , the sacrificial steel pipe 124 and the excavator are mounted on the ground consisting of the underwater part and the ground part sequentially from the upper part according to the design drawing, and the underwater part is excavated through the underwater part to the ground part. And the sacrificial steel pipe 124 may be inserted into the ground. The sacrificial steel pipe 124 may be vertically stacked and connected in plurality according to the depth of excavation.

Referring to FIG. 5 , a plurality of axial reinforcing bars and a reinforcing bar network 112 surrounding the axial reinforcing bars with band reinforcing bars and/or spiral reinforcing bars are formed, and a geotextile tube 114 is formed on the lower portion of the reinforcing bar network 112 . Wrapped to form a geotextile reinforcing bar network 130 .

6 to 7 , the geotextile reinforcement network 130 formed as described above may be inserted into the sacrificial steel pipe 124 using a crane. The geotextile tube 114 may be fixed to the reinforcing bar network 112 by a separate fixing member. A plurality of gap maintaining members may be further installed in the reinforcing bar network 112 of the geotextile reinforcing bar network 130 so that the reinforcing bar network 112 and the geotextile tube 114 are spaced apart.

Inserting the tremie tube 200 into the sacrificial steel pipe 124 into which the geotextile reinforcing steel network 130 is inserted, or inserting the geotextile reinforcing steel network 130 and the tremie tube 200 into the sacrificial steel pipe 124 at the same time can do.

8 to 11 , concrete may be injected using a pump car through the Tremi tube 200 .

While pouring concrete, the sacrificial steel pipe 124 may be drawn out to form the geotextile tube pile 110 . Concrete pouring may be performed while drawing the Tremi tube 200 . The drawing of the sacrificial steel pipe 124 may be performed slightly after the concrete pouring.

In the concrete, since the geotextile tube 114 serves as a formwork, it prevents the loss of concrete and protects the outside of the concrete, so that quality assurance and constructability are improved, and the construction cost can be reduced, thereby increasing economic efficiency.

When the geotextile tube pile 110 is formed, the sacrificial steel pipe pile 120 may be formed by further pouring concrete through the tremie pipe 200 while the sacrificial steel pipe 124 is maintained.

In the step of forming the geotextile tube pile 110 , the drawing of the sacrificial steel pipe 124 is stopped before the upper end of the geotextile tube 114 , so that the geotextile tube 114 becomes the sacrificial steel pipe 124 . It is possible to form an overlapping portion overlapping the inside of the.

The overlap of the sacrificial steel pipe 124 and the geotextile tube 114 can ensure the overlap to ensure the structural stability of the pile. The sacrificial steel pipe 124 drawn to the upper part of the underwater part may be separated and stored separately.

The sacrificial steel pipe 124 of the sacrificial steel pipe pile 120 can prevent corrosion by seawater or the like.

Referring to FIG. 12 , a ring-shaped latching jaw 126 provided on the inner circumferential surface of the sacrificial steel pipe 124 of the overlapping portion may be attached and installed. This clasping jaw 126 may increase the rigidity performance of the geotextile tube pile 110 and the sacrificial steel pipe pile 120 .

Upper ribs 127 installed to be spaced apart from each other and attached to the inside of the sacrificial steel pipe 124, and the lower side of the sacrificial steel pipe 124 while being spaced apart from each other ) may further include lower ribs 128 that are attached and installed on the inside.

Referring to Figures 4, 7, 9, the front end may form an expansion pile (140). For this purpose, an expansion hole may be formed in advance during excavation. The geotextile tube 114 is removed from the portion where the expansion pile 140 is formed, so that the expansion pile 140 having a large diameter may be formed. The diameter of the expansion pile 140 may be 2 to 5 times that of the geotextile tube pile 110 .

Before the geotextile tube pile 110 or the expansion pile 140 is formed, mortar may be pre-injected into the lower surface of the distal end through the mortar injection pipe 136 coupled to the reinforcing bar network 112 . This can increase the adhesive force of the tip and at the same time increase structural stability by filling cracks and the like.

The mortar may be a super-fast curing mortar or a fiber mixed mortar. The super-fast hardening mortar or fiber mixed mortar can increase the structural stability of the tip by preventing concrete leakage by filling in unexpected cracks at the tip.

In the above, even though it has been described that all components constituting the embodiment of the present invention operate by being combined or combined into one, the present invention is not necessarily limited to this embodiment. That is, within the scope of the present invention, all the components may be configured or operated by selectively combining one or more components. In addition, terms such as "include", "compose" or "have" described above mean that the corresponding component may be inherent unless otherwise stated, so excluding other components Rather, it should be construed as being able to include other components further. All terms, including technical and scientific terms, have the same meaning as commonly understood by one of ordinary skill in the art to which the present invention belongs, unless otherwise defined. Terms commonly used, such as those defined in the dictionary, should be interpreted as being consistent with the contextual meaning of the related art, and are not interpreted in an ideal or excessively formal meaning unless explicitly defined in the present invention.

The above description is merely illustrative of the technical spirit of the present invention, and various modifications and variations will be possible without departing from the essential characteristics of the present invention by those skilled in the art to which the present invention pertains. Therefore, the embodiments disclosed in the present invention are not intended to limit the technical spirit of the present invention, but to explain, and the scope of the technical spirit of the present invention is not limited by these embodiments. The protection scope of the present invention should be construed by the following claims, and all technical ideas within the equivalent range should be construed as being included in the scope of the present invention.

100: cast-in-place pile
110: geotextile tube pile
112: rebar mesh
114: geotextile tube
120: sacrificial steel pipe pile
112: rebar mesh
124: sacrificial steel pipe
126: geolchwaeok
127: upper rib
128: lower rib
130: geotextile reinforcing bar network
136: mortar injection pipe
140: expansion pile
200: Tremi Hall

Claims (7)

A sacrificial steel pipe saving type cast-in-place pile structure in which a sacrificial steel pipe pile is installed in the underwater part, and a geotextile tube pile is installed in the ground part below the underwater part,
A portion where the geotextile tube pile and the sacrificial steel pipe pile are continuous includes an overlapping portion in which the geotextile tube overlaps the inner side of the sacrificial steel pipe, and a ring-shaped latching jaw provided on the inner circumferential surface of the sacrificial steel pipe of the overlapping portion is attached and installed. The rigidity performance is increased,
It characterized in that it further comprises upper ribs installed spaced apart from each other on the upper side of the sacrificial steel pipe and attached to the inside of the sacrificial steel pipe, and lower ribs that are spaced apart from each other and installed inside the sacrificial steel pipe while being spaced apart from each other on the lower side of the sacrificial steel pipe. A sacrificial steel pipe saving type cast-in-place pile structure. delete The method according to claim 1,
The geotextile tube pile includes a reinforcing bar network provided inside the geotextile tube, and concrete poured and hardened in the geotextile tube,
The sacrificial steel pipe pile, a sacrificial steel pipe saving type cast-in-place pile structure comprising a reinforcing bar network provided inside the sacrificial steel pipe, and concrete poured and hardened in the sacrificial steel pipe. The method according to claim 1,
The part in which the geotextile tube pile and the sacrificial steel pipe pile are continuous is a sacrificial steel pipe saving type cast-in-place pile structure, characterized in that it is located at the boundary part of the ground part and the submerged part or below the boundary part. inserting the sacrificial steel pipe while excavating the ground part after mounting the sacrificial steel pipe and the excavator on the ground consisting of the underwater part and the ground part sequentially from the top;
Preparing a geotextile reinforcing bar network comprising a reinforcing bar and a reinforcing bar or spiral reinforcing bar surrounding the axial reinforcing bar and the axial reinforcing bar, and a geotextile tube surrounding the lower portion of the reinforcing bar network;
simultaneously inserting the geotextile reinforcement network and the tremie tube into the sacrificial steel pipe, or inserting the geotextile reinforcement network into the sacrificial steel pipe first and then inserting the tremie tube;
forming geotextile tube piles by drawing out the sacrificial steel pipe while pouring concrete through the tremie pipe;
forming a sacrificial steel pipe pile by pouring concrete in a state in which the sacrificial steel pipe is retained through the tremie pipe; build in order,
In the step of forming the geotextile tube pile, the drawing of the sacrificial steel pipe is stopped before the upper end of the geotextile tube, thereby forming an overlapping portion in which the geotextile tube overlaps the inside of the sacrificial steel tube, and the sacrificial portion of the overlapping portion A ring-shaped clasp provided on the inner circumferential surface of the steel pipe is attached and installed to increase the rigidity performance,
It characterized in that it further comprises upper ribs installed spaced apart from each other on the upper side of the sacrificial steel pipe and attached to the inside of the sacrificial steel pipe, and lower ribs installed while being spaced apart from each other on the lower side of the sacrificial steel pipe to be attached and installed inside the sacrificial steel pipe. A sacrificial steel pipe saving type cast-in-place pile construction method.
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