WO2013024999A2 - Pieu complexe présentant une charge ponctuelle améliorée et procédé d'enfoncement de pieu complexe utilisant celui-ci - Google Patents

Pieu complexe présentant une charge ponctuelle améliorée et procédé d'enfoncement de pieu complexe utilisant celui-ci Download PDF

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Publication number
WO2013024999A2
WO2013024999A2 PCT/KR2012/006270 KR2012006270W WO2013024999A2 WO 2013024999 A2 WO2013024999 A2 WO 2013024999A2 KR 2012006270 W KR2012006270 W KR 2012006270W WO 2013024999 A2 WO2013024999 A2 WO 2013024999A2
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WO
WIPO (PCT)
Prior art keywords
support layer
pile
hole
support
composite
Prior art date
Application number
PCT/KR2012/006270
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English (en)
Korean (ko)
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WO2013024999A3 (fr
Inventor
백규호
Original Assignee
Paik Kyu Ho
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
Priority claimed from KR1020110082129A external-priority patent/KR20120102480A/ko
Priority claimed from KR1020110120960A external-priority patent/KR101147510B1/ko
Application filed by Paik Kyu Ho filed Critical Paik Kyu Ho
Priority to CN201280040276.1A priority Critical patent/CN103732830B/zh
Publication of WO2013024999A2 publication Critical patent/WO2013024999A2/fr
Publication of WO2013024999A3 publication Critical patent/WO2013024999A3/fr

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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
    • E02D31/002—Ground foundation measures for protecting the soil or subsoil water, e.g. preventing or counteracting oil pollution
    • 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
    • E02D5/24—Prefabricated piles
    • E02D5/30—Prefabricated piles made of concrete or reinforced concrete or made of steel and concrete

Definitions

  • the present invention relates to a composite pile having a reinforced tip support, and more specifically, to form a support pipe for inserting the support layer at the tip of the PHC pile, inserted into a drilled hole drilled into the ground, the PHC pile When inserted into the support layer below the hole, the penetration resistance of the insertion pipe for supporting layer penetration is reduced, and the strength of the hole below the hole is settled on the rigid support layer by passing through the support layer where the strength is weakened below the hole.
  • the present invention relates to a composite pile having a reinforced tip support to secure tip support and a method of embedding a composite pile using the same.
  • concrete pile foundation construction methods are classified into PHC pile construction method for producing piles in the factory and on-site pile construction method for constructing and constructing piles in the field.
  • the PHC pile method injects cement milk into the drilled hole drilled by using a drilling PHC pile method and a screw auger, which directly installs the PHC pile directly to the ground, and inserts the PHC into the drill hole.
  • After inserting the pile it can be divided into a built-in PHC pile method, where the hammer is put on the head of the PHC pile and cured, which is appropriately selected according to the situation or use of each construction site.
  • the driving PHC pile method is divided into a method of directly hitting the PHC pile and a method of direct hitting after the excavation of the line, which has the advantage that the surrounding ground is firmly compacted due to the vibration caused by the strike of the PHC pile, thereby increasing the bearing capacity. Due to the high noise and vibration generated during construction, its use is limited in rural areas adjacent to urban centers and barns.
  • embedded PHC pile method In order to suppress the noise and vibration problems generated during the construction of the PHC pile is used embedded PHC pile method, while the embedded PHC pile method is possible to install the PHC pile in a low noise, low vibration state compared to the driving PHC pile method, As the slime remains at the bottom of the drilling hole while drilling the drilling hole with a screw auger such as a screw auger, the strength of the lower part of the drilling hole is weaker than that of the ground due to the stress relaxation. In order to secure economic feasibility in terms of construction cost compared to bearing capacity, it is important to construct the pile method so that the tip bearing capacity of the PHC pile is improved.
  • the tip bearing capacity (Q p ) of the PHC pile is calculated as the product of the tip bearing force per unit area (q p ) and the PHC pile tip area (A p ) acting on the PHC pile tip, and the tip bearing force per unit area is It is calculated as the product of the vertical stress ( ⁇ v ) acting on the tip of the PHC pile and the bearing factor (N q ) determined by the internal friction angle of the soil on which the PHC pile tip is seated.
  • the tip area (A p ) of the PHC pile should be increased or the tip bearing capacity (q p ) per unit area acting on the tip of the PHC pile should be increased. It can be raised by deepening the penetration depth of the pile or by seating the PHC pile tip on a rigid support layer.
  • the pre-registered patent is to extend the tip area of the PHC pile by attaching a tip expansion reinforcement plate to the tip of the PHC pile, and the edge area in contact with the slime compressed by the slap is increased or the slime remains as it passes through the slime.
  • the tip support area of the PHC pile can be improved by increasing the tip area in contact with the weakened support layer in the lower part of the perforated hole, but the resistance of penetration increases due to the increased tip area. It is not able to pass, but it is placed on top of the compressed slime, and even when the PHC pile is driven, it is difficult for the tip expansion reinforcement plate to pass through the weakened support layer at the bottom of the drill hole in which the slime and the slime remain, to reach the rigid support layer under the drill hole. As a result, there is a limit to the improvement of tip bearing capacity. There was a problem that could not be.
  • the tip expansion reinforcement plate drives the PHC pile with very high energy so that the slime formed at the bottom of the drill hole and the weakened support layer under the drill hole where the slime remains can reach the rigid support layer under the drill hole.
  • civil complaints occur as the noise and vibration increase during driving, which makes construction difficult in urban areas or in rural areas adjacent to barns.
  • the object of the present invention is to attach a support layer penetration tube at the tip of the PHC pile and insert it into the drill hole, thereby reducing the resistance due to penetration during the hit.
  • the insertion pipe for the support layer penetration passes through the weakened slime remaining in the drill hole and the lower strength of the lower drill hole in which the slime remains to reach the rigid support layer of the lower drill hole.
  • In order to minimize the occurrence of vibration to provide construction in the city center is to provide a composite pile with a reinforced end support force and a method of embedding the composite pile using the same.
  • the insertion layer for the support layer penetration is inserted into the rigid support layer of the bottom of the drill hole in which the slime remains, and at the same time, the frictional force with the support layer is increased and the insertion tube for the penetration of the support layer is
  • the present invention provides a method of embedding a composite pile having a reinforced tip support and a composite pile using the same, which may be blocked to improve the tip support of the PHC pile.
  • the insertion pipe for insertion of the support layer formed at the tip of the PHC pile is formed to be smaller than or equal to the outer diameter of the PHC pile is narrow space between the inner diameter of the drill hole and the outer diameter of the PHC pile is filled in the drill hole.
  • the composite pile reinforced end support force of the present invention is provided with a shoe plate, the PC steel wire is coupled to the shoe plate is tensioned, PHC pile is cured by placing concrete on the PC steel wire; Inserted into the support layer penetration to be secured to the shoe plate of the PHC pile to pass through the slime remaining in the drill hole by the struck and the support layer weakened in the strength of the lower drill hole to be seated on the rigid support layer of the lower drill hole to strengthen the tip support It is characterized by including a tube.
  • the embedding method of the composite pile reinforced end support force of the present invention comprises the steps of: forming a composite pile is fixed to the support layer penetration tube to the shoe plate of the PHC pile; Excavating the ground into which the composite pile is to be inserted with an excavation equipment to form a drill hole; Filling cement milk into the boring hole and mixing it with the ground in the boring hole; Inserting a composite pile into the drilled hole in which the cement milk and the ground are mixed; The insertion layer for inserting the support layer of the composite pile into the perforated hole by passing through the weakened strength of the lower portion of the perforated hole in which the slime and the slime remain in the perforated hole of the compound pile is inserted into the perforated hole and the rigid support layer under the perforated hole Intruding into and seated in; And curing the cement milk filled in the space between the outer circumferential surface of the composite pile inserted into the boring hole and the boring hole and the inner circumferential surface of the casing.
  • the slime and slime in which the support layer penetration tube remains in the drill hole as the resistance due to penetration decreases at the time of struck By passing through the weakened support layer in the lower part of the drilled hole, the strength of the lower part of the drilled hole is easily reached to the rigid support layer, thereby minimizing the occurrence of noise and vibration by the small struck energy and the small number of hits. Not only can it be installed, but it can also have the advantage of reducing air.
  • the support layer penetration tube is inserted into the rigid support layer of the lower portion of the drill hole in which the slime remains, and at the same time, the frictional force with the support layer is increased, and the insertion tube for the support layer penetration is blocked by the internal soil. Since the tip bearing capacity of the PHC pile is improved, the user can not only improve the reliability of the product but also have the advantage of reducing the construction cost of the pile, thereby reducing the construction cost and improving the economics.
  • the support layer formed at the tip of the PHC pile Since the penetration tube is formed to be smaller than or equal to the outer diameter of the PHC pile, the space between the inner diameter of the drilling hole and the outer diameter of the PHC pile is narrow, which reduces the amount of cement milk charged in the drilling hole, thereby reducing the construction cost and improving economic efficiency. You can have this advantage.
  • FIG. 1 is an exploded perspective view of a first embodiment of the present invention
  • FIG. 2 is a perspective view of a first embodiment of the present invention
  • FIG. 3 is a cross-sectional view of the first embodiment of the present invention.
  • FIG. 4 is a sectional view of another embodiment of the first embodiment of the present invention.
  • FIG. 5 is a cross-sectional view of another embodiment of the first embodiment of the present invention.
  • FIG. 6 is a cross-sectional view of another embodiment of the first embodiment of the present invention.
  • FIG. 7 is a perspective view of still another embodiment of the first embodiment of the present invention.
  • FIG. 8 is a cross-sectional view of FIG.
  • FIG. 9 is a perspective view of still another embodiment of the first embodiment of the present invention.
  • FIG. 10 is a bottom view of FIG. 9
  • FIG. 11 is an exploded perspective view of a second embodiment of the present invention.
  • FIG. 12 is a perspective view of a second embodiment of the present invention.
  • FIG. 13 is a cross-sectional view of the second embodiment of the present invention.
  • FIG. 15 is a sectional view of yet another embodiment of a second embodiment of the present invention.
  • 16 is a sectional view of yet another embodiment of a second embodiment of the present invention.
  • FIG. 17 is a perspective view of still another embodiment of the second embodiment of the present invention.
  • FIG. 18 is a cross-sectional view of FIG.
  • FIG. 19 is a perspective view of still another embodiment of a second embodiment of the present invention.
  • FIG. 20 is a bottom view of FIG. 19
  • 21 to 22 is a construction process diagram of the first and second embodiments of the present invention
  • Composite pile 110 PHC pile
  • FIG. 1 is an exploded perspective view of the first embodiment of the present invention
  • Figure 2 is a perspective view of the first embodiment of the present invention.
  • the composite pile 100, the tip support capacity of the present invention is reinforced, is provided with a shoe plate 111, is provided with a PC steel wire 112 is coupled to the shoe plate 111 to tension, the concrete is in the PC steel wire 112 PHC pile 110 that is poured and cured, is fixed to the shoe plate 111 of the PHC pile 110, the slime 12 and the hole hole 11 remaining in the drilling hole 11 by struck It includes a support layer penetration tube 130 to pass through the weakened strength of the support layer 13 and the strength of the lower portion of the perforation hole 11 is seated in the rigid support layer 14 to strengthen the tip support force, more Specifically, it is as follows.
  • the reinforcing member 140 is fixed to the upper end of the support layer penetration tube 130 and the shoe plate 111 to reinforce the support layer penetration tube 130.
  • At least one radially penetrating the upper end of the support layer penetration tube 130 is configured to further include a slime outlet 150 to discharge the slime (12).
  • the insertion layer reinforcing member is fixed to the inner surface of the support layer penetration tube 130 to prevent deformation of the support layer penetration tube 130 and to increase the blocking effect of the support layer penetration tube 130 by the internal soil. It further comprises 160.
  • the interpolated reinforcement member 160, the cross-section is preferably any one of the date (-) shape, cross (+) shape, * shape, # shape.
  • the support layer penetration insertion tube 130 is coupled to the reinforcing member 140 so that the space 150 'for the discharge of the slime 12 is formed between the support layer penetration tube 130 and the shoe plate 111. It further comprises a groove 141.
  • the support layer penetration tube 130 is preferably formed of a steel pipe, 'H' steel, '+' steel.
  • the length of the support layer penetration tube 130 is formed to be 0.5 to 3 times the diameter of the drilled hole in the ground 10.
  • the diameter of the support layer penetration tube 130 is preferably larger than the diameter of the hollow portion of the PHC pile 110 and smaller than 1.2 times the outer diameter.
  • the shoe plate 111 is tensioned in the state where the end portion of the PC steel wire 112 is coupled to the coupling hole 111a of the shoe plate 111 and moved to the tension hole 111b.
  • the concrete is poured and cured to form a PHC pile 110, the PHC pile 110 is formed by a conventional method.
  • the support layer penetration insertion tube 130 is preferably fixed by welding with the shoe plate 111, As shown in FIG. 4, the inner surface of the support layer penetration tube 130 and the shoe plate 111 and the outer surface of the support layer penetration tube 130 and the shoe plate 111 may be reinforced by the reinforcing member 140. have.
  • At least one or more slime outlet 150 may be formed radially on the upper end of the support layer penetration tube 130, as shown in Figure 6, for the support layer penetration
  • the reinforcement member 140 may be reinforced.
  • the coupling groove 141 of the reinforcement member 140 is provided. It is also possible to form a space 150 'for discharging the slime 12 between the support layer penetration tube 130 and the shoe plate 111 by combining the support layer penetration tube 130.
  • the composite pile 100 ′, the tip support of the present invention is reinforced, as shown in FIGS. 11 to 12, the shoe plate 111 is provided and is coupled to the shoe plate 111 to be tensioned with the PC steel wire 112. ) Is provided, and the PC steel wire 112 is formed by the concrete is cast PHC pile 110 is cured, and is fixed to the head of the insertion pipe 130 for the support layer penetration while the bolt (B) or the shoe plate 111 Prevents deformation of the support layer penetration insertion tube 130 by the hitting energy applied to the PHC pile 110 by welding, and inserts the insertion layer 130 for the tidal energy applied to the PHC pile 110.
  • connection plate 120 is configured to securely transfer to the support layer, which is fixed to the connection plate 120 and the strength of the slime 12 remaining in the drilling hole 11 and the lower hole of the drilling hole 11 due to stiffening ( 13) through the hole 11 is seated on the rigid support layer 14 of the lower strength of the perforation hole 11 to strengthen the tip support force
  • It is configured to include a support layer penetration tube 130 so as to be described in more detail as follows.
  • the reinforcing member 140 is fixed to the upper end of the support layer penetration tube 130 and the connection plate 120 to reinforce the support layer penetration tube 130.
  • At least one radially penetrating the upper end of the support layer penetration tube 130 is configured to further include a slime outlet 150 to discharge the slime (12).
  • the insertion layer reinforcing member is fixed to the inner surface of the support layer penetration tube 130 to prevent deformation of the support layer penetration tube 130 and to increase the blocking effect of the support layer penetration tube 130 by the internal soil. It further comprises 160.
  • the interpolated reinforcement member 160, the cross-section is preferably any one of the date (-) shape, cross (+) shape, * shape, # shape.
  • the support layer penetration insertion tube 130 is coupled to the reinforcing member 140 so that the space 150 'for the discharge of the slime 12 is formed between the support layer penetration tube 130 and the shoe plate 111. It further comprises a groove 141.
  • the support layer penetration tube 130 is preferably formed of a steel pipe, 'H' steel, '+' steel.
  • the length of the support layer penetration tube 130 is formed to be 0.5 to 3 times the diameter of the drilled hole in the ground 10.
  • the diameter of the support layer penetration tube 130 is preferably larger than the diameter of the hollow portion of the PHC pile 110 and smaller than 1.2 times the outer diameter.
  • the shoe plate 111 is tensioned in the state where the end portion of the PC steel wire 112 is coupled to the coupling hole 111a of the shoe plate 111 and moved to the tension hole 111b.
  • the concrete is poured and cured to form a PHC pile 110, the PHC pile 110 is formed by a conventional method.
  • the support layer penetration insertion tube 130 is a connection plate ( It is preferable to be fixed by welding with 120, the connecting plate 120 must pass through the through-hole 121 in the same line with the coupling hole (111a) of the shoe plate 111.
  • the connecting plate 120 When the connecting plate 120 is fixed to the head of the support layer penetration tube 130, the connecting plate 120 is in close contact with the shoe plate 111, the through-hole 121 and the shoe plate 111 of the connecting plate 120 Of the coupling holes 111a are connected in the same line and the bolt (B) is coupled to the through hole 121 of the connecting plate 120, and then rotated in one direction bolt (B) to the coupling hole (111a)
  • the coupling plate 120 is tightly coupled to the shoe plate 111 by fastening, or the connection plate 120 is coupled to the shoe plate 111 by welding the connection plate 120 to the shoe plate 111.
  • the inner surface and the shoe plate 111 of the support layer penetration tube 130 and the outer surface and the shoe plate 111 of the support layer penetration tube 130 are reinforced with the reinforcing member 140.
  • at least one slime discharge port 150 may be radially formed at an upper end of the support layer penetration tube 130, and as shown in FIG. 16, a support layer. It may be reinforced with the reinforcing member 140 in a state in which the slime discharge outlet 150 is formed in the insertion pipe 130 for penetration, and as shown in FIGS. 17 to 18, the coupling groove of the reinforcing member 140 ( 141 may be coupled to the support layer penetration tube 130 to form a space 150 ′ for discharging the slime 12 between the support layer penetration tube 130 and the shoe plate 111.
  • the ground to be inserted into the composite pile 100 (100') ( 10) to excavate with an excavation equipment to form a drilling hole 11 the drilling hole 11 is preferably formed to be 1.1 to 1.2 times the size of the outer diameter of the composite pile 100 (100 '), the drilling The slime 12 is formed in the bottom surface of the hole 11.
  • the thickness of the slime 12 is deeper than the depth of the drill hole 11, the smaller the strength of the ground 10 becomes thicker, using a drilling equipment such as screw auger 20 in the ground (10)
  • the area where the strength of the lower portion of the perforated hole 11 is weakened also depends on the type of support layer, so in weathered rocks, the strength is weakened from the bottom of the perforated hole 11 to about three times the diameter of the perforated hole 11. In the case of soft rock, the strength is weakened from the bottom of the drill hole 11 to about 0.5 times the diameter of the drill hole 11, so that the insertion pipe 130 for penetration of the support layer of the composite pile 100 and 100 'is suitable for the type of ground. Therefore, it is preferable that the length of 0.5 to 3 times the diameter of the drilling hole 11 is formed.
  • the diameter of the PHC pile 110 when excavating the drilling hole 11, the diameter of the PHC pile 110 to prevent the sediment of the inner surface of the drilling hole 11 to collapse Since the casing (11 ') of 1.1 to 1.2 times of the use, the diameter of the support layer penetration tube 130 is larger than the diameter of the hollow portion of the PHC pile 110, smaller than 1.2 times the outer diameter of the casing (11 ') It can be inserted inside.
  • the cement milk 30 is filled in the drilling hole 11 and the casing 11 ′, and the cement milk 30 is injected to be positioned at the front end portion of the drilling hole 11 and the casing 11 ′.
  • the front end cement milk 31 and the main surface cement milk 32 to be injected so as to be located in the main surface portion can be injected separately, the front end cement milk 31 is the main surface cement to improve the end bearing capacity It is desirable to be able to maintain a higher strength than the milk 32.
  • the cement milk 30 is the composite pile 100 (100) It is moved into the space between the outer circumferential surface of ') and the inner circumferential surface of the drilling hole 11 and the casing (11') is filled.
  • the insertion pipe 130 for penetration of the support layer of the composite pile 100 and 100 ' is drilled into the drilling hole. (11) and the strength of the lower portion of the drilling hole 11 through the slime 12 remaining in the casing 11 'and the lower support layer 13 of the lower portion of the drilling hole 11 in which the slime 12 remains. Is intruded into the rigid support layer 14.
  • the insertion layer reinforcement member 160 and the support layer penetration tube fixed in the shape of any one of the (-), (+), (*), (#) shape on the inner surface of the support layer penetration tube (130).
  • the intercalation reinforcement member 160 and the support layer penetration insertion of the inner surface of the support layer penetration tube 130 are inserted.
  • the frictional force with the inner soil located in the tube 130 is expressed, and the effective friction area increases to increase the occlusion effect of the insertion layer 130 for the penetration of the support layer due to the internal soil, thereby leading to the end of the insertion tube 130 for the penetration of the support layer.
  • the slime 12 located in the support layer penetration tube 130 is discharged to the hollow portion of the center of the PHC pile 110 and at the same time the slime 12 not discharged to the hollow portion of the PHC pile 110 is for the support layer penetration. Since the slime discharge port 150 formed radially on the upper end of the insertion tube 130 and the space 150 ′ formed between the insertion tube 130 and the shoe plate 111 for penetration of the support layer are easily discharged into the drilling hole 11. As the support layer penetration tube 130 is filled with solid soil only, the stiffness of the soil is increased, and the support layer penetration tube 130 is hardened by the reduction of the penetration resistance.
  • the penetration resistance of the composite pile 100 (100 ') is reduced, so that the insertion pipe 130 for penetration of the support layer easily penetrates into the rigid support layer 14, so that the cross-sectional area of the inner soil in which the tip bearing force is exerted is also increased.
  • the tip bearing capacity can be improved.
  • the connecting plate 120 of the composite pile 100 ′ is described as being coupled by the fastening of the shoe plate 111 and the bolt (B), but fixed by welding to connect the support layer 120 is fixed to the upper end of the support plate penetration
  • Preventing the insertion tube 130 is deformed by the energy applied to the PHC pile 110, and can also efficiently transfer the energy applied to the PHC pile 110 to the support layer penetration tube 130
  • the reinforcing member 140 fixes the upper end of the support layer penetration tube 130 and the shoe plate 111 and the upper end of the support layer penetration tube 130 and the connecting plate 120 to support the insertion layer 130 of the support layer penetration.
  • the insertion pipe 130 for penetration of the support layer of the composite pile 100 and 100 ′ is inserted into the support layer 14 having a rigid strength under the perforation hole 11 to be seated therein.
  • the tip support of the composite pile 100, 100 ' is improved to be able to stably support the load acting on the top of the PHC pile 110.

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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)
  • Environmental & Geological Engineering (AREA)
  • Hydrology & Water Resources (AREA)
  • Piles And Underground Anchors (AREA)

Abstract

La présente invention concerne un pieu complexe présentant charge ponctuelle améliorée et un procédé d'enfoncement d'un pieu complexe utilisant celui-ci. Lorsqu'une couche support est pénétrée par un pieu de béton précontraint à haute résistance (PHC) à la position inférieure d'un trou de forage par battage ou frappe légère après formation d'un tuyau d'insertion pour la pénétration de la couche support à l'extrémité avant du pieu PHC et l'insertion de celui-ci à l'intérieur du trou de forage foré dans le sol, le tuyau d'insertion pour la pénétration de couche support, qui a une faible résistance à la pénétration, passe à travers la boue du fond du trou de forage, qui a été générée lors de l'excavation, et la couche support à la partie inférieure du trou de forage où la boue demeure et la résistance est affaiblie. Ainsi, le tuyau d'insertion est monté de façon sûre sur la couche support solide à la partie inférieure du trou de forage de manière à garantir une force de support supérieure à l'extrémité avant.
PCT/KR2012/006270 2011-08-18 2012-08-08 Pieu complexe présentant une charge ponctuelle améliorée et procédé d'enfoncement de pieu complexe utilisant celui-ci WO2013024999A2 (fr)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201280040276.1A CN103732830B (zh) 2011-08-18 2012-08-08 桩端承载力得到强化的复合桩及利用此的复合桩埋入方法

Applications Claiming Priority (4)

Application Number Priority Date Filing Date Title
KR10-2011-0082129 2011-08-18
KR1020110082129A KR20120102480A (ko) 2011-03-08 2011-08-18 선단 지지력이 강화된 ｐｈｃ 말뚝 및 이를 이용한 ｐｈｃ 말뚝 매입 공법
KR10-2011-0120960 2011-11-18
KR1020110120960A KR101147510B1 (ko) 2011-08-18 2011-11-18 선단지지력이 강화된 복합 말뚝 및 이를 이용한 복합 말뚝 매입공법

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WO2013024999A2 true WO2013024999A2 (fr) 2013-02-21
WO2013024999A3 WO2013024999A3 (fr) 2013-06-13

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN115879201A (zh) * 2022-12-20 2023-03-31 同济大学 一种永久护筒及沉渣固化提升灌注桩承载力的分析方法

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH11181759A (ja) * 1997-12-19 1999-07-06 Oak:Kk 鋼管杭
KR100720946B1 (ko) * 2006-09-12 2007-05-25 (주)한맥기술 콘크리트 말뚝과 강관 말뚝의 접합구조를 갖는 복합 말뚝
KR20090094734A (ko) * 2008-03-03 2009-09-08 주식회사 세이프씨앤이 토사면 안정화 공법
KR101039042B1 (ko) * 2010-07-22 2011-06-03 강명석 말뚝의 보강구조물
KR101039554B1 (ko) * 2010-11-08 2011-06-09 이승수 현장타설말뚝과 매입말뚝을 결합한 혼합말뚝 및 그 시공방법

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH11181759A (ja) * 1997-12-19 1999-07-06 Oak:Kk 鋼管杭
KR100720946B1 (ko) * 2006-09-12 2007-05-25 (주)한맥기술 콘크리트 말뚝과 강관 말뚝의 접합구조를 갖는 복합 말뚝
KR20090094734A (ko) * 2008-03-03 2009-09-08 주식회사 세이프씨앤이 토사면 안정화 공법
KR101039042B1 (ko) * 2010-07-22 2011-06-03 강명석 말뚝의 보강구조물
KR101039554B1 (ko) * 2010-11-08 2011-06-09 이승수 현장타설말뚝과 매입말뚝을 결합한 혼합말뚝 및 그 시공방법

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN115879201A (zh) * 2022-12-20 2023-03-31 同济大学 一种永久护筒及沉渣固化提升灌注桩承载力的分析方法
CN115879201B (zh) * 2022-12-20 2023-09-05 同济大学 一种永久护筒及沉渣固化提升灌注桩承载力的分析方法

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