WO2018221781A1 - Pieu et son procédé de construction - Google Patents

Pieu et son procédé de construction Download PDF

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Publication number
WO2018221781A1
WO2018221781A1 PCT/KR2017/006844 KR2017006844W WO2018221781A1 WO 2018221781 A1 WO2018221781 A1 WO 2018221781A1 KR 2017006844 W KR2017006844 W KR 2017006844W WO 2018221781 A1 WO2018221781 A1 WO 2018221781A1
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WO
WIPO (PCT)
Prior art keywords
pile
inner tube
outer tube
grout
tube
Prior art date
Application number
PCT/KR2017/006844
Other languages
English (en)
Korean (ko)
Inventor
신주호
Original Assignee
한국전력공사
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 한국전력공사 filed Critical 한국전력공사
Publication of WO2018221781A1 publication Critical patent/WO2018221781A1/fr

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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22—Piles
    • E02D5/54—Piles with prefabricated supports or anchoring parts; Anchoring piles
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2600/00—Miscellaneous
    • E02D2600/20—Miscellaneous comprising details of connection between elements

Definitions

  • the present invention relates to a pile such as a micropile and the like, as well as a vertical support force, and a horizontal resistance.
  • a micropile is a general term for piles having a diameter of 300 mm or less, and these micropiles are widely used for various applications such as construction of pile foundations of structures, seismic reinforcement of existing structures, ground reinforcement, slope stabilization, and the like.
  • ground grouting can also be done in parallel, and because of the use of small equipment, there is an advantage in that it is easy to construct even in a narrow place or a limited area.
  • the micropile is relatively smaller in diameter than other piles and has excellent resistance to compressive and tensile loads acting in the vertical direction.
  • the micropile has a very weak structural property due to its small horizontal shear surface.
  • the present invention has a main object to provide a pile and a construction method for improving the vertical bearing and horizontal resistance.
  • the outer tube is installed in the drilling hole formed in the ground;
  • An inner tube installed in the outer tube;
  • a reinforcement disposed in the inner tube and extending over at least the entire length of the inner tube;
  • grout injected and cured between the outer tube and the inner tube and between the inner tube and the reinforcing material.
  • Pile construction method forming a hole in the ground; Installing an outer tube in the drilling hole; Installing an inner tube in the outer tube; Inserting a reinforcing material into the inner tube; And injecting and curing the grout into the inner tube so that the reinforcing material is embedded.
  • the number of piles to be installed can be reduced, so that the construction period can be shortened, construction costs can be reduced, and environmental load can be achieved.
  • FIG. 1 is a cross-sectional view of a pile according to the present invention.
  • FIG. 2 is an enlarged perspective view of a part of the pile illustrated in FIG. 1.
  • Figure 3 is a perspective view showing a construction state of the pile according to the present invention.
  • Figure 4 is a flow chart showing an example of the construction method of the pile according to the present invention.
  • FIG. 1 is a cross-sectional view of the pile according to the present invention
  • Figure 2 is an enlarged perspective view of a portion of the pile shown in FIG.
  • the pile 1 according to the present invention, the outer tube 10 is installed in the drilling hole 3 formed in the ground (2); An inner tube 20 installed in the outer tube; A reinforcing member 30 disposed in the inner tube and extending over at least the entire length of the inner tube; And grout 40 injected and cured between the outer tube and the inner tube and between the inner tube and the reinforcing material.
  • the drilling hole 3 of the ground 2 can be formed using various drilling machines (not shown), for example, a hydraulic drill. Such a hole may be formed stepped at a predetermined depth as shown in FIG. In this case, the outer tube 10 may be inserted into the enlarged drilled hole 3a and the inner tube 20 may be inserted into the drilled hole 3b which is relatively reduced.
  • the outer tube 10 and the inner tube 20 are hollow members having a predetermined length, but the outer tube is preferably shorter than the inner tube, but is not necessarily limited thereto.
  • the inner tube is spaced apart from the inner surface of the outer tube.
  • a plurality of through holes 22 may be formed on the surface of the inner tube 20 so that the grout 40 injected by being pressed into the inner tube 20 may flow out toward the outer tube 10.
  • These through holes 22 may be formed in a row or a plurality of rows along the longitudinal direction of the inner tube 20, and may be randomly distributed two-dimensionally on the surface of the inner tube without forming them. You may form in a suitable position.
  • the through hole 22 performs a function of passing the uncured grout 40 and at the same time, it is a means for strengthening the bonding force between the cured grout 40 and the inner tube 20.
  • the formation density of the through holes 22 on the surface of the inner tube can be determined by adjusting according to the required bonding force.
  • the plurality of through holes 22 may be formed only in a region corresponding to the outer tube 10 on the surface of the inner tube 20, and thus the grout 40 is formed through the inner tube and the outer tube through the through hole. It will be injected into the space between them.
  • the reinforcing material 30 is a solid member having a predetermined length and may be inserted into the inner tube 20.
  • a steel having a circular cross section having a predetermined diameter is preferable, but the shape and material of the reinforcing material are not necessarily limited thereto.
  • the reinforcing material 30 is, for example, a plurality of reinforcing material is joined together in a bundle or at least a portion by welding or the like and arranged radially in the inner tube 20 together, the pile 1 of the present invention You may make it distribute
  • the reinforcing material 30 may be configured by aligning a plurality of reinforcing material in series along its longitudinal direction and connecting adjacent ends to each other.
  • a coupler 32 may be interposed between adjacent ends of the plurality of stiffeners, which coupler may engage with each end, for example, in a threaded manner.
  • the reinforcing material 30 can be inserted in the inner tube 20 while supplementing the reinforcing material, and finally, as shown in FIG. 1.
  • the reinforcement will be able to be located over the entire length of the drilled hole 3 from the top of the drilled hole to the lower end of the drilled hole in the ground 2.
  • the reinforcing material 30 may have a length that can protrude from the inner tube.
  • At least some outer circumferential surface of the reinforcement 30 or the inner tube 20 may be formed with a threaded portion or a plurality of projections extending radially. Thereby, the surface area which can contact the grout 40 in the outer peripheral surface of the reinforcement or the inner tube is increased, and the reinforcement or the inner tube and the grout can be integrally and firmly combined.
  • Cement milk or mortar may be used as the grout 40, but is not necessarily limited thereto. Any grout, such as a resin-based grout using epoxy, may be used.
  • the grout 40 is provided on one side of the inner tube 20 which is installed on the ground, that is, on the ground and is opened to the ground by any grout injector (not shown) including a tank, a pump, a mixer, and the like. Can be injected through. Since the grout injection apparatus is already well known, a detailed description thereof will be omitted herein.
  • the pile 1 of the present invention including a grout 40 is injected into the drilled hole 3 formed in the ground (2), the lower portion of the pile can be connected to the ground have.
  • a reinforcement 30 is embedded in the grout of the pile, which extends from the full length of the inner tube 20 to the full length of the pile in the longitudinal direction of the pile.
  • Figure 3 is a perspective view showing a construction state of the pile according to the present invention.
  • connecting plate 50 for connecting to the foundation structure 4, such as reinforced concrete may be installed at the upper end of the pile 1 according to the present invention.
  • the connecting plate is welded to the upper end of the reinforcing material 30, or the reinforcing material 30 is screwed into the screw hole of the connecting plate, or the reinforcing material 30 passes through the through hole of the connecting plate, the fastening nut 52 to the reinforcing material Is fastened so that the connecting plate is fixed between the fastening nut and the outer tube or the inner tube, it can be connected integrally with the reinforcement.
  • an upper portion of the connecting plate 50 and the reinforcement 30 may be embedded by the foundation structure 4.
  • the upper end part is surrounded by the outer side pipe
  • the outer tube is preferably buried in the upper portion of the foundation structure 26 and the lower portion is buried in the ground.
  • This outer tube 10 can be manufactured to the required length.
  • the horizontal force applied to the pile using the result of investigating the ground condition based on the basic equation (Winkler model) that idealized the pile for the section in which the horizontal soil pressure occurs, assuming that the pile is supported on the elastic ground. Can be interpreted.
  • the basic equation is shown in Equation 1 below.
  • E is the modulus of elasticity of the pile
  • I is the cross-sectional secondary moment of the pile
  • EI represents the bending stiffness (kN ⁇ m 2) of the pile.
  • X is the depth from the ground (cm)
  • y is the horizontal displacement of the pile (cm)
  • P is the horizontal ground reaction force (kN / m 2).
  • the characteristic value of the pile may be determined by Equation 2 below.
  • ⁇ is the characteristic value of the pile (cm -1 )
  • K h is the ground reaction coefficient (kN / m3) in the horizontal direction
  • D is the diameter of the pile (cm).
  • E is the elastic modulus of the pile
  • I is the cross-sectional secondary moment of the pile
  • EI represents the bending stiffness (kN ⁇ m 2) of the pile.
  • the diameter of the outer tube 10 is determined according to the horizontal load to be applied to the pile, and the characteristic value ⁇ of the pile is obtained using the diameter, and then the inverse of the characteristic value, i.e., 1 / ⁇ , It is possible to calculate the preferred length.
  • tube 20 is filled with the hardened grout 40, and the reinforcement 30 is embedded in this grout as mentioned above.
  • the grout is injected toward the outer tube 10 through the plurality of through holes 22, so that the hardened grout is filled in the space between the inner tube and the outer tube.
  • the pile 1 according to the present invention is excellent by increasing the bending rigidity of the pile through the integration behavior of the reinforcing material 30 inserted into the ground 2 and the outer tube 10 to increase the horizontal resistance force It will have a horizontal resistance.
  • the horizontal resistance of the micropile having an outer tube is approximately 1.6 times higher than that of the general micropile. I could see.
  • Cured grout may also be filled in the spaces between the side walls (ie, ground) of 3).
  • the pile 1 according to the present invention can not only exhibit the structural performance it has basically, but also the bearing force by filling the grout 40 in the ground to combine the reinforcing material 30 and the ground (2) integrally Will be able to improve.
  • the pile 1 according to the present invention the grout 40 injected around the reinforcing material 30 is in close contact with the inner tube 20 and the ground 2 and hardened to have a large bearing capacity to fully load the upper load. It can support and at the same time provide resistance to lateral forces and bending stresses.
  • grout is filled in the space between the inner tube 20 and the outer tube 10 through the plurality of through holes 22 formed in the inner tube 20. Therefore, it is possible to improve the stability against the horizontal displacement of the pile by enabling the rigid integration behavior of the reinforcing material 30 and the outer tube 10, increasing the bending rigidity, and by expanding the cross-sectional area of the upper portion.
  • the pile according to the present invention it is possible to reduce the number of installation of the pile, it is possible to achieve the effect of shortening the construction period, reducing the construction cost and reducing the environmental load.
  • Figure 4 is a flow chart showing an example of the construction method of the pile according to the present invention.
  • the construction method of the pile 1 comprises the steps of: forming a drilling hole (3) in the ground (2); Installing the outer tube 10 in the drilling hole 3; Installing the inner tube 20 in the outer tube; Inserting the stiffener 30 into the inner tube; And injecting and curing the grout 40 in the inner tube so that the reinforcing material is embedded.
  • the drilling hole 3 is formed while excavating the ground 2 using various drilling machines such as a hydraulic drill.
  • the outer tube 10 may be installed in such a drilling hole, and then the inner tube 20 may be installed in the outer tube.
  • the perforation hole 3 may be formed stepwise at a predetermined depth.
  • the outer tube 10 may be inserted into the low depth and enlarged boring hole 3a, and the inner side of the boring hole 3b deeper and relatively smaller from the ground.
  • Tube 20 may be inserted and installed.
  • the lower depth of the drilled hole 3a is first excavated, and then the outer tube 10 is installed in the enlarged drill hole, and then the shaft diameter is relatively smaller from the bottom of the enlarged drill hole.
  • the inner tube 20 may be installed in the reduced diameter hole.
  • the outer tube 10 installed on the upper portion of the pile 1 according to the present invention is to reinforce the upper portion of the pile surrounding the upper portion of the pile, the horizontal resistance of the pile is increased by such an outer tube It will be possible.
  • the length of the outer tube 10 may be determined from the characteristic value ⁇ of the pile as described above, wherein the characteristic value of the pile may be obtained by Equation 2 above, from which the length of the outer tube is the inverse of the characteristic value ( 1 / ⁇ ).
  • the reinforcing material 30 is inserted into the inner tube.
  • This reinforcement can be constructed by aligning a plurality of reinforcements in a straight line along its longitudinal direction and connecting adjacent ends to one another.
  • a coupler 32 may be interposed between adjacent ends of the plurality of stiffeners.
  • the reinforcing material can be inserted in the inner tube 20 while supplementing the reinforcing material, and finally, as shown in FIG. 1.
  • the reinforcement may be located over the entire length of the drilled hole 3 from the top of the drilled hole to the lower end of the drilled hole in the ground 2.
  • the grout 40 is also filled in the space between the protruding reinforcing material and the side wall of the drilling hole (3).
  • the grout 40 passes through the through-hole 22 of the inner tube 20 and flows out toward the outer tube 10, and the spilled grout adheres to and hardens in and out of the inner tube. It will strengthen the bond between the hardened grout and the inner tube.
  • the injected grout 40 is waited to harden, and when the grout is hardened, the reinforcing material 30 is embedded therein, and the upper part has a cross-sectional area extended by the outer tube 10, In the part, the pile 1 of the present invention having a coupling portion of the reinforcement and the grout and the ground is completed.
  • the connecting plate 50 is installed on the upper end of the pile (1) according to the present invention. It can thereby be connected to the foundation structure 4, for example reinforced concrete. Subsequently, backfilling of the earth and sand is performed around the outer tube 10 so that the lower portion of the outer tube is buried in the ground, while the entire connecting plate 50 and the upper portion of the outer tube and the reinforcement 30 are formed by the foundation structure. Build foundation vines to be buried. As a result, the pile connecting the structure and the ground is completed.
  • the pile 1 of the present invention constructed as described above, the reinforcing material 30 by the grout 40 injected into the inner tube 20 and the outer tube 10 while using the structural performance of the existing pile as it is ) And the inner tube and the outer tube enable a solid integration behavior, and by expanding the cross-sectional area of the upper portion it is possible to significantly increase the horizontal resistance.
  • the pile according to the present invention it is possible to reduce the number of installation of the pile, it is possible to achieve the effect of shortening the construction period, reducing the construction cost and reducing the environmental load.
  • the present invention is useful for construction of pile foundations of structures, seismic reinforcement of existing structures, ground reinforcement, slope stabilization, and the like.

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Piles And Underground Anchors (AREA)

Abstract

La présente invention concerne un pieu, qui comprend : un tubage externe disposé dans un trou foré formé dans le sol ; un tubage interne disposé à l'intérieur du tubage externe ; un raidisseur disposé dans le tubage interne, et s'étendant sur toute la longueur dudit tubage interne ; et un coulis injecté et durci entre le tubage externe et le tubage interne et entre le tubage interne et le raidisseur, présentant ainsi une performance de résistance améliorée contre une force verticale et une contrainte de flexion.
PCT/KR2017/006844 2017-05-31 2017-06-28 Pieu et son procédé de construction WO2018221781A1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
KR10-2017-0067536 2017-05-31
KR1020170067536A KR20180131042A (ko) 2017-05-31 2017-05-31 말뚝 및 그 시공방법

Publications (1)

Publication Number Publication Date
WO2018221781A1 true WO2018221781A1 (fr) 2018-12-06

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PCT/KR2017/006844 WO2018221781A1 (fr) 2017-05-31 2017-06-28 Pieu et son procédé de construction

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KR (1) KR20180131042A (fr)
WO (1) WO2018221781A1 (fr)

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR102053231B1 (ko) * 2019-05-28 2019-12-06 대한기초엔지니어링(주) 기존 기성 말뚝을 이용한 기초 보강 방법
KR102394061B1 (ko) * 2021-09-28 2022-05-04 주식회사 에스와이텍 소구경 강관을 이용한 phc 내진보강 복합말뚝 구조체 및 이의 시공 방법

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR20070109436A (ko) * 2006-05-11 2007-11-15 주식회사 쏘일텍 소구경 말뚝의 시공방법
KR100843577B1 (ko) * 2007-02-23 2008-07-03 김원철 케이싱을 이용한 파일시공방법
KR20080071289A (ko) * 2007-01-30 2008-08-04 김수현 이형단면을 적용한 파일시공방법
JP2009046879A (ja) * 2007-08-20 2009-03-05 Jfe Steel Kk 二重管式の杭頭構造
KR101635529B1 (ko) * 2015-11-17 2016-07-04 이강수 복합파일 시공방법

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR20070109436A (ko) * 2006-05-11 2007-11-15 주식회사 쏘일텍 소구경 말뚝의 시공방법
KR20080071289A (ko) * 2007-01-30 2008-08-04 김수현 이형단면을 적용한 파일시공방법
KR100843577B1 (ko) * 2007-02-23 2008-07-03 김원철 케이싱을 이용한 파일시공방법
JP2009046879A (ja) * 2007-08-20 2009-03-05 Jfe Steel Kk 二重管式の杭頭構造
KR101635529B1 (ko) * 2015-11-17 2016-07-04 이강수 복합파일 시공방법

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