JP2011149182A - Method for constructing pile foundation - Google Patents

Method for constructing pile foundation Download PDF

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JP2011149182A
JP2011149182A JP2010010523A JP2010010523A JP2011149182A JP 2011149182 A JP2011149182 A JP 2011149182A JP 2010010523 A JP2010010523 A JP 2010010523A JP 2010010523 A JP2010010523 A JP 2010010523A JP 2011149182 A JP2011149182 A JP 2011149182A
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foundation
construction
pile
grout
layer
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JP2010010523A
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JP5460349B2 (en
Inventor
Akira Gocho
Hideaki Yajima
明 牛腸
英明 矢嶋
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Kumagai Gumi Co Ltd
株式会社熊谷組
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Abstract

<P>PROBLEM TO BE SOLVED: To surely prevent leakage of grout, and to achieve shortening of a construction period and a reduction in construction cost. <P>SOLUTION: Characteristically, this method for constructing a pile foundation includes: a step of closing the lower end surface of the gap 22 between a joint pipe 17 and the foundation pile 10 by cover-fitting the joint pipe 17, provided with packing 21 along an inner periphery of a lower end, into the upper end of the driven foundation pile 10 and bringing the packing 21 into contact with an outer surface of the foundation pile 10; a step of infilling the grout at a first layer portion 29 above the packing 21 of the gap 22; and a step of infilling the grout for a second layer portion above the grout for the first layer portion 29 after the solidification of the grout at the first layer portion 29. <P>COPYRIGHT: (C)2011,JPO&INPIT

Description

  The present invention relates to a pile foundation construction method used when a monopile foundation is constructed in a coastal water area.

  In recent years, wind power generation has attracted attention as a clean energy source that is friendly to the global environment, and wind power plants are also installed on the ocean. In this offshore wind farm, foundations are built on the bottom of coastal waters to support the tower of the windmill. In the construction process of this foundation work, for example, a space formed between two members such as an inner pipe and an outer pipe may be filled with a time-curable material such as mortar. Care must be taken so that the curable material does not leak from the void into the sea.

  As this type of conventional leakage prevention technology, for example, the sealing material is held between the protruding members for holding the sealing material, which are fixed to the inner surface of the outer pipe with a space in the vertical direction, and the sealing material is the outer surface of the inner pipe. A device for preventing leakage of a time-curable material filled between an inner tube and an outer tube has been proposed (for example, see Patent Document 1).

JP 2001-288766 A

  However, in the conventional leakage prevention device described above, if the amount of the time-curable material to be filled between the inner tube and the outer tube is large, the sealing material may fall and the time-curable material that is the filler may leak downward. was there.

  In addition, it is necessary to grip the seal material between the protruding members for gripping the seal material that are fixed to the inner surface of the outer tube at an interval in the vertical direction, which increases the number of parts and takes time for construction, shortening the work period. There is a problem that it is difficult to reduce the construction cost.

  The present invention has been made to solve the above-described problems, and it is possible to reliably prevent leakage of the filler, and to reduce the construction period and reduce the construction cost. It aims at providing the joining pipe used in.

  In order to achieve the above-described object, the pile foundation construction method according to the present invention includes fitting a joint pipe provided with packing along the inner periphery of the lower end to the upper end portion of the foundation pile, A step of bringing the packing into contact with an outer surface of the joint, closing a lower end surface of a gap between the joint pipe and the foundation pile, a step of filling a first portion of grout above the packing of the gap, and a portion of the first layer A step of filling the second layer of grout above the first layer of grout after solidifying the grout of the first layer.

  Moreover, in the construction method of the pile foundation which concerns on this invention, it is preferable to fill the grout of the said 1st layer part to the height of 20 cm above the said packing.

  Furthermore, in the construction method of a pile foundation according to the present invention, at least one of the outer surface of the foundation pile and the inner surface of the joint pipe that are in contact with the grout of the first layer portion is formed in an uneven shape. preferable.

  According to the present invention, it is possible to reliably prevent leakage of grout as a filler, and it is possible to obtain various excellent effects such as shortening the construction period and reducing construction costs. .

It is a top view which shows the temporary guide frame used in the monopile type foundation construction method using the construction method of the pile foundation which concerns on embodiment of this invention. It is a side view which shows one process of the monopile type foundation construction method using the construction method of the pile foundation which concerns on embodiment of this invention. It is a top view which shows the main lead frame used in the monopile type foundation construction method using the construction method of the pile foundation which concerns on embodiment of this invention. It is a side view which shows the next one process of the monopile type foundation construction method using the construction method of the pile foundation which concerns on embodiment of this invention. It is a side view which shows the next one process of the monopile type foundation construction method using the construction method of the pile foundation which concerns on embodiment of this invention. It is a side view which shows the next one process of the monopile type foundation construction method using the construction method of the pile foundation which concerns on embodiment of this invention. It is a side view which shows the next one process of the monopile type foundation construction method using the construction method of the pile foundation which concerns on embodiment of this invention. It is a side view which shows the connecting pipe used in the monopile type foundation construction method using the construction method of the pile foundation which concerns on embodiment of this invention. It is a bottom view which shows the connecting pipe used in the monopile type foundation construction method using the construction method of the pile foundation concerning embodiment of this invention. It is sectional drawing which shows the lower end part of the connecting pipe used in the monopile type foundation construction method using the construction method of the pile foundation which concerns on embodiment of this invention. It is a top view which shows the connecting pipe used in the monopile type foundation construction method using the construction method of the pile foundation concerning embodiment of this invention. It is a side view which shows the next one process of the monopile type foundation construction method using the construction method of the pile foundation which concerns on embodiment of this invention. It is a side view which shows the next one process of the monopile type foundation construction method using the construction method of the pile foundation which concerns on embodiment of this invention.

  Hereinafter, embodiments of the present invention will be described with reference to the drawings. Here, FIG. 1 is a plan view showing a temporary guide frame used in a monopile foundation construction method using a pile foundation construction method according to an embodiment of the present invention, and FIG. 2 is a step of the monopile foundation construction method. FIG. 3 is a plan view showing the main frame used in the monopile foundation construction method, FIG. 4 is the next step of the monopile foundation construction method, and FIG. 5 is the monopile foundation construction method. FIG. 6 is a side view showing the next step of the monopile foundation construction method, and FIG. 7 is a side view showing the next step of the monopile foundation construction method. 8 is a side view showing a connecting pipe used in the monopile foundation construction method, FIG. 9 is a bottom view showing the connecting pipe, FIG. 10 is a side view showing a lower end portion of the connecting pipe, and FIG. FIG. 12 is a plan view showing the connecting pipe. Side view further illustrating the next one step pile foundations construction method, FIG. 13 is a side view showing still next one step of the monopile foundations construction method. In addition, in the following description, the case where the construction method of the pile foundation which concerns on embodiment of this invention is used for the monopile type foundation construction method of an offshore wind power plant is illustrated and demonstrated.

  First, as a preparatory work, the temporary guide frame 1 is assembled on land. As shown in FIG. 1, the temporary guide frame 1 is formed by joining an H steel 2 in a box shape. For example, the outer diameter is 8.0 m × 8.0 m × 8.0 m. It has a cubic shape. A rectangular parallelepiped foundation pile driving space 3 is formed in the center of the temporary guide frame 1, and rectangular parallelepiped guided pile placing spaces 4a, 4b, 4c, and 4d are formed at four corners around the foundation pile placing space 3, respectively. Is formed.

  Next, as shown in FIG. 2, the first crawler crane 5 (for example, 450 t) installed on the coastal land is used to lift the temporary guide frame 1 and install it at a predetermined position on the seabed in the coastal water area. At this time, if the sea bottom is not flat, level adjustment is performed so that the temporary guide frame 1 is in a horizontal posture with H steel or the like interposed between the sea bottom and the temporary guide frame 1.

  Then, using this temporary guide frame 1 as a guide, H steel (for example, H-300) is driven into the required location (for example, the black circled portion in FIG. 1) to investigate the obstacle, and then the first crawler. The crane 5 is used to install guide piles 6a, 6b, 6c, and 6d (for example, steel pipes with a diameter of 800 mm) in the guide pile placing spaces 4a, 4b, 4c, and 4d of the temporary guide frame 1, respectively. Lead piles 6a, 6b, 6c, 6d are driven.

  Next, using a second crawler crane 8 (for example, 750 t) installed on the coastal land, the temporary guide frame 1 is lifted and removed from the seabed. And as shown in FIG. 3, while extending the steel material 26 (for example, H-400) so that each upper part of each guiding pile placement space 4a, 4b, 4c, 4d of this temporary guiding frame 1 may be crossed, a foundation The temporary guide frame 1 is processed again into the main guide frame 9 by attaching the roller 27 to the upper part of the portion facing the pile placing space 3 and attaching the guide (not shown) to the lower part. Thereafter, as shown in FIG. 4, the second crawler crane 8 is used to lift the main guide frame 9, place each steel material 26 on the guide piles 6 a, 6 b, 6 c, 6 d, and a dedicated bracket for steadying Then, the guide piles 6a, 6b, 6c, 6d are fixed to the steel materials 26, and the main guide frame 9 is installed at a predetermined position on the seabed.

  Next, as shown in FIG. 5, using the second crawler crane 8, the foundation pile 10 (for example, a φ3500 mm steel pipe) is lifted and built in the foundation pile placing space 3 at the center of the main guide frame 9. . At this time, since the roller 27 and the guide are attached to the portion of the main guide frame 9 facing the foundation pile placing space 3, the foundation pile 10 can be built easily and smoothly.

  Next, as shown in FIG. 6, using the second crawler crane 8, the yatco 14 is placed on the foundation pile 10, and the first hydraulic hammer 15 is placed on the yatco 14 to drive the foundation pile 10. To do. Thereafter, the main guide frame 9 is lifted and removed from the seabed, and the two guide piles 6a and 6b on the sea side are pulled out. At this time, the two land-side guide piles 6c and 6d are left without being pulled out because they are used as the basis of a management bridge (not shown) used for maintenance after the completion of the wind power plant.

  Next, as shown in FIG. 7, using the second crawler crane 8, the joining pipe 17 is fitted to the upper end portion of the foundation pile 10 that has been placed. This joining pipe 17 is made of a steel pipe, and as shown in FIGS. 8 to 11, a cylindrical lower part 18 (for example, φ3800 mm) fitted on the upper end of the foundation pile 10, and a lower part It is comprised by the upper part 19 widened from the side part 18 to the diameter (for example, (phi) 4200 mm) of the tower (not shown) of the windmill fixed on a foundation. And since it is the inner surface of the joining pipe | tube 17, and between the lower part 18 and the upper part 19, the level adjustment part 20 which consists of H steel (H-400), for example, is protrudingly provided radially, When the joining pipe 17 is fitted on the upper end portion of the foundation pile 10, the joining pipe 17 can be attached horizontally by interposing an iron plate or the like between the level adjusting portion 20 and the upper end face of the foundation pile 10. it can.

  As well shown in FIG. 10, an annular (for example, rubber) packing 21 having elasticity along the inner circumference is provided at the lower end of the lower portion 18 of the joining pipe 17, and a flange-like fixing member. 29, the inner periphery of the packing 21 is bent upward along the outer surface of the foundation pile 10 when the joining pipe 17 is fitted to the upper end of the foundation pile 10, and the foundation pile The packing 21 closes the lower end surface of the gap 22 between the pipe 10 and the joining pipe 17 (see the two-dot chain line portion in FIG. 10).

  A guide 23 projects from the inner surface of the lower portion 18 of the joining pipe 17, and the inner end 24 of the guide 23 is curved. And when the inner side edge part of this guide 23 fits the joining pipe 17 in the upper end part of the foundation pile 10, the fitting operation | work to the foundation pile 10 of the joining pipe 17 is made by contacting the outer surface of the foundation pile 10. Can be performed smoothly and reliably.

  Next, as shown in FIG. 12, the first crawler crane 5 is used to hang the walkway bridge 30 assembled on the land between the land and the work gantry 31 installed on the joint pipe 17. Then, a grout hose is piped on the walkway bridge 30 and the grout (for example, underwater non-separable, high-flow, non-shrink mortar) is first mixed in the gap 22 between the joint pipe 17 and the foundation pile 10. The first portion 29 having a height of about 20 cm above the packing 21 is filled through the hose 28 (see FIG. 13). Thereafter, when the worker inserts a rod-shaped gauge (not shown) into the gap 22 from above, when the lower end of the gauge comes into contact with the grout of the first layer portion 29, resistance is applied to the gauge. The grout filling position can be grasped by measuring the insertion depth of the gauge when feeling.

  After a predetermined time (e.g., 9 hours or more) has passed since the filling of the grout of the first layer portion 29, and after confirming that the grout has solidified, further above the first layer portion 29 of the gap 22 between the joining pipe 17 and the foundation pile 10 Fill the second layer of grout. At this time, the grout of the first layer portion 29 has already solidified, and the lower end surface of the gap 22 between the foundation pile 10 and the joining pipe 17 is reliably closed by the packing 21 and the grout of the first layer portion 29. Grout does not leak into the sea from the lower end of 22. In this case, it is preferable that at least one of the outer surface of the foundation pile 10 and the inner surface of the joining pipe 17 with which the grout of the first layer portion 29 is in contact is formed in an uneven shape. Since the frictional force between the 29 grout and the foundation pile 10 or the joining pipe 17 is increased, the leakage of the grout can be more reliably prevented.

  Next, a concrete pump car is installed on land, and raw concrete is placed in the foundation pile 10 and the joint pipe 17 through the concrete pipe disposed on the walkway bridge 30. At this time, as shown in FIG. 8 and FIG. 11, the flange portion 25 is formed along the inner periphery at the upper end of the upper portion 19 of the joining pipe 17. Is a level below the flange 25 by a predetermined length (for example, about 80 cm). Thereby, since the work space at the time of connecting the tower of the said windmill to the flange part 25 of the joining pipe 17 with fasteners, such as a volt | bolt, can be formed after that, the connection work of the tower of the said windmill is easy and smooth. You can do it.

  Finally, the anti-corrosion is performed on the foundation pile 10 and the two lead piles 6c and 6d on the land side to complete the construction of the monopile foundation.

  As described above, according to the monopile type foundation construction method according to the embodiment of the present invention, the gap 22 between the joint pipe 17 and the foundation pile 10 is filled with grout twice. Even if they are not uniformly formed, the grout does not leak into the sea from the lower end surface of the gap 22. Therefore, the construction management becomes easy and the construction period can be shortened.

  Moreover, since the lead piles 6a, 6b, 6c, 6d and the foundation pile 10 are driven using the temporary lead frame 1 and the main lead frame 9, the lead piles 6a, 6b, 6c, 6d and the foundation pile 10 High-precision construction can be performed efficiently without performing individual surveying during placement. Therefore, the construction period can be shortened and the construction quality can be improved.

  Furthermore, since construction can be performed using a crawler crane installed on land, it is difficult to be affected by weather and sea conditions, process management becomes easy, and the construction period can be shortened. In addition, construction can be performed in a shallow place, and it is not necessary to lease an expensive large crane ship, so that construction cost can be reduced.

  In the above-described embodiment, the temporary piles 6 a, 6 b, 6 c, and 6 d are placed using the temporary guide frame 1, and then the temporary guide frame 1 is processed into the main guide frame 9 and then the foundation pile. However, the present invention is not limited to this embodiment, and the guide piles 6a, 6b, 6c, 6d are used by using the main guide frame 9 from the beginning without using the temporary guide frame 1. And the foundation pile 10 may be driven.

  Further, the planar shape of the temporary guiding frame 1 and the main guiding frame 9 is not limited to the above-described square, and may be a polygon such as a triangle or a hexagon, or a circle, for example.

  Further, in the above-described embodiment, the case where the present invention is applied to the foundation work of an offshore wind power plant has been described. However, this is merely an example, and the present invention is applied to the foundation work of other structures. Is also possible.

10 foundation pile 17 joint pipe 21 packing 22 gap 29 1st layer part

Claims (3)

  1. A joint pipe provided with packing along the inner periphery of the lower end is fitted on the upper end of the foundation pile placed, the packing is brought into contact with the outer surface of the foundation pile, and the gap between the joint pipe and the foundation pile Closing the lower end surface of
    Filling the first layer of grout above the gap packing;
    Filling the second layer grout above the first layer grout after solidifying the first layer grout;
    A pile foundation construction method characterized by comprising:
  2.   The pile foundation construction method according to claim 1, wherein the grout of the first layer portion is filled up to a height of 20 cm above the packing.
  3.   The construction method of a pile foundation according to claim 1 or 2, wherein at least one of the outer surface of the foundation pile and the inner surface of the joint pipe that are in contact with the grout of the first layer portion is formed in an uneven shape.
JP2010010523A 2010-01-20 2010-01-20 Pile foundation construction method Active JP5460349B2 (en)

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Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2013217091A (en) * 2012-04-09 2013-10-24 Geostr Corp Precast block to be foundation of tide embankment
JP2013217090A (en) * 2012-04-09 2013-10-24 Geostr Corp Precast block to be concrete foundation of pier
JP2015055046A (en) * 2013-09-10 2015-03-23 清水建設株式会社 Steel pipe joint structure
JP2015055045A (en) * 2013-09-10 2015-03-23 清水建設株式会社 Steel pipe joint structure

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS54156905U (en) * 1978-04-25 1979-10-31
JPH0262937U (en) * 1988-10-31 1990-05-10
JPH04124321A (en) * 1990-09-13 1992-04-24 Taisei Corp Rigid joining of pile

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS54156905U (en) * 1978-04-25 1979-10-31
JPH0262937U (en) * 1988-10-31 1990-05-10
JPH04124321A (en) * 1990-09-13 1992-04-24 Taisei Corp Rigid joining of pile

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2013217091A (en) * 2012-04-09 2013-10-24 Geostr Corp Precast block to be foundation of tide embankment
JP2013217090A (en) * 2012-04-09 2013-10-24 Geostr Corp Precast block to be concrete foundation of pier
JP2015055046A (en) * 2013-09-10 2015-03-23 清水建設株式会社 Steel pipe joint structure
JP2015055045A (en) * 2013-09-10 2015-03-23 清水建設株式会社 Steel pipe joint structure

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