WO2011070199A1 - Procédé de fabrication, d'enfoncement et d'injection de pilots sous-marins - Google Patents

Procédé de fabrication, d'enfoncement et d'injection de pilots sous-marins Download PDF

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Publication number
WO2011070199A1
WO2011070199A1 PCT/ES2010/000510 ES2010000510W WO2011070199A1 WO 2011070199 A1 WO2011070199 A1 WO 2011070199A1 ES 2010000510 W ES2010000510 W ES 2010000510W WO 2011070199 A1 WO2011070199 A1 WO 2011070199A1
Authority
WO
WIPO (PCT)
Prior art keywords
pile
tube
injection
piles
pressure
Prior art date
Application number
PCT/ES2010/000510
Other languages
English (en)
Spanish (es)
Inventor
Cesar Del Campo Y Ruiz De Almodovar
Original Assignee
Grupo De Ingenieria Aceanica, S.L.
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 Grupo De Ingenieria Aceanica, S.L. filed Critical Grupo De Ingenieria Aceanica, S.L.
Priority to EP10835522.3A priority Critical patent/EP2511428A4/fr
Priority to SG2012042172A priority patent/SG181582A1/en
Priority to KR1020127018042A priority patent/KR20120120219A/ko
Priority to CN2010800637556A priority patent/CN102753760A/zh
Priority to US13/514,859 priority patent/US20120308309A1/en
Publication of WO2011070199A1 publication Critical patent/WO2011070199A1/fr

Links

Classifications

    • 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
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/32—Foundations for special purposes
    • E02D27/52—Submerged foundations, i.e. submerged in open water
    • 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
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y10—TECHNICAL SUBJECTS COVERED BY FORMER USPC
    • Y10T—TECHNICAL SUBJECTS COVERED BY FORMER US CLASSIFICATION
    • Y10T29/00—Metal working
    • Y10T29/49—Method of mechanical manufacture
    • Y10T29/49616—Structural member making
    • Y10T29/49623—Static structure, e.g., a building component
    • Y10T29/49631—Columnar member

Definitions

  • the present invention encompasses within the technical sector of the construction of fixed structures in the water, more specifically, to the methods of driving and injection of underwater piles, for the support of marine platforms or equivalent. Background of the invention.
  • the solution is suitable for driving piles that have to extend from the bottom to a certain height above the water surface. It is expensive, requires very specialized equipment and poses problems of environmental impacts that can become serious.
  • Another way to execute them is to place a vertical guide tube in the same way, rest it on the bottom and insert a tube that will be the final pile inside. Inside this tube a drill head and hoses for water injection are introduced. The boring machine removes the sediments and the water pressure lifts them to the top of the guide tube, from where it leads to deposits or, what is more common, they are poured into the sea. The removal of sediments causes the pile to swell to the expected length, at this time, it is necessary to inject a grout of cement, to join the pile to the ground.
  • the bearing capacity of the pile can also be improved by repetitive and selective injections, both at the tip and along the entire shaft.
  • the method of driving and injection of underwater piles object of the present invention presents the way to solve the technical problems described above.
  • the elements to be used are the vertical tubes or pillars existing in the vertices of the vertical structures supporting the platforms that are to be fixed to the bottom with the foundation and even in the wind turbine tower, if that is what is going to be installed on the platform .
  • the method consists of introducing (with an automated procedure detailed below) and during the ground fabrication of the pillars or in the tubes located at the vertices of the tower, a specially designed pile inside each of said tubes. Once the pile is inside the pillar, the tube is closed from the top with a threaded hermetic plug, an O-ring is placed on the pile and a load distribution plug is placed on the O-ring.
  • a connecting cable is placed between the two elements that allows them to be recovered later.
  • the manufacture of the piles is carried out on land, in an installation attached to that of the manufacturing of the lattice structures, in whose vertical elements they are to be introduced.
  • a series of piling tube containers and the following complementary parts arrive to that annexed installation: steel mesh, embedment tubes in the capping, complete flushes and plugs for perimeter injection by the shaft, that is, all the necessary elements for the manufacture of the pile.
  • a bridge crane takes a tube and places it on a corner.
  • Parallel to the toner there are two guides, one on each side, on which a hydraulic punching head is supported, provided with interchangeable rectangular punches.
  • On the punching machine there is a pillar, with sliding plate on a guide, arranged at 90 ° on the pillar.
  • At the opposite end of the steer and fixed on the ground there is another equal punching head, with a fixed pillar and support of the horizontal guide.
  • In the horizontal guide there is a set of vertical drills all of them, placed on sliding plates and equipped with motorized sprockets, to move on the rack fixed to the guide.
  • the free punching machine moves along the parallel guides, to adapt to the length of the pile or recess tube in each case.
  • the punching machines located at each end of the tube make a recess each. Simultaneously the drills, which will automatically have been placed in the established position, will perform a set of aligned drills.
  • the drills are raised and the punching machine opens to allow the taper, on which the tube is placed, to rotate a certain angle.
  • the punching and drilling operation is repeated in the same way as many times as necessary.
  • the crane bridge removes the tube and places it on a set of parallel diabolos of varying height and some motorized ones that serve to support and move the tube longitudinally.
  • the crane bridge takes a prefabricated steel mesh cylinder that has a diameter smaller than the inside of the tube and places it on the diabolos of varying height; the height is adjusted and they move longitudinally until the mesh is completely introduced into the pile.
  • the crane bridge takes another mesh cylinder and places it on the lifting diabolos, these adjust its height to allow the pile with the already installed internal reinforcement to be driven in the opposite direction by the motorized diabolos that support it and introduce them into the outer armor
  • the service operator folds the verticals of the mesh, inwards, through the recesses, the crane bridge removes the pile to a storage or storage area and the service personnel places the whip, the perimeter plugs for the injection of the shaft and the O-ring and the rest of the pieces necessary for the driving and injection of the piles.
  • the crane bridge places the finished piles on diabolos that propel them until they are fully inserted into the longitudinal tubes that are part of the lattice structure.
  • a main pump (flow and constant pressure) sends water from that tank to a regulator. Pressure regulator and variable flow rate flow from the regulator. From that regulator come out as many hoses as piles they want to drive simultaneously. That water hose is screwed up into the plug that we have threaded on the pillar. A water hose is connected to the pressurized water hole and water is introduced into the space between the steel load-sharing cap and the gasket. When the pressure increases, it compresses the joint first and improves the closing of the joint and, as the pressure continues to increase, the piles begin to penetrate the ground.
  • the pile has a whip (prefabricated concrete cone with rubber gasket) underneath that facilitates driving.
  • the pressure continues to increase and the pile continues to fall, until the pressure that we have to exert, (water pressure) to drive the pile multiplied by the surface of the base of the pile is the load that is desired to hold the pile.
  • this way of pile driving has the advantage that the fan itself supposes a sufficient load test that avoids having to oversize the foundation, so that they swell to the necessary and fair height, reducing costs and without detriment of safety.
  • this pile driving system has a series of additional advantages such as allowing several piles to be driven simultaneously and that it is a method that does not produce noise, pollution, or turbidity in the water and has no impact. over the sea.
  • the closure cap has a hole through which concrete grout is injected.
  • the injection system punctual, radial and along the entire shaft.
  • the system provides for parallel drilling lines along the entire shaft and separated from each other an arc of circumference of the necessary degrees.
  • a plug of hard elastomeric material will have been introduced under pressure into each hole, to which a steel cable will be attached at its base at the opposite end of which has a hook that will be attached to the inner reinforcement of the pile during manufacturing, leaving therefore all the cable inside the pile.
  • the inside of the tube is first filled and the pressure continues to increase, until the pressure of insertion of the plugs is exceeded; these, seeing the pressure with which they were introduced, will be shot radially towards the ground by drilling it, dragging the cable together at its base and opening a hole that will be filled with grout armed by the cable and attached to the inner armor and therefore to the reinforced concrete inside the pile.
  • the system allows to continue increasing the contribution of grout to the interior of the pile and the pressure to cause the exit to the ground of more grout and therefore increase the area of perimeter consolidation.
  • the hook has a plug with a larger diameter than the radial plugs of the shaft and therefore with greater output resistance.
  • the plug will fire towards the bottom causing the cables to exit, several in this case and forming an armed bulb, of the desired dimension depending on whether more or less grout If the first case is to say piles without radial injection, the system will work in the same way. If it is necessary to increase the resistance of the shaft and tip, it is enough to perform the described procedures successively.
  • the traction plug which is the element where all the tubes are joined at the end, to make the tensile test. Once the test is done, the tubes can be removed, unscrewing the cap and removing the tubes from the top. Thus, all the elements are recoverable.
  • the pillar embedment system in the slab or structure is the same (reinforcement tube with reinforcement).
  • Using one method or another depends on the relationship between soil resistance and the load to be applied, as well as the seismic activity existing at the installation site.
  • FIG. 5 Block diagram of the pile driving process
  • FIG. 1 it starts from a pillar or tube (4) to which, during manufacturing, a pile (5) has been introduced inside.
  • the tube (4) is closed at the top with a threaded airtight plug (1).
  • On the pile (5) an O-ring (3) and on the O-ring (3) a load distribution plug (2) is placed.
  • a union cable or recovery rope (T) is installed for the recovery of the plugs (1, 2) .
  • the threaded hermetic plug (1) has a series of holes (6) intended for the introduction of tubes and valves, as will be explained later.
  • Figure 3 also shows the plan view of the load distribution plug (2) with a hole in the center, as does the O-ring (3, figure 4) whose utility is explained below.
  • the manufacture of the piles (5) is carried out on land, in an installation attached to that of the manufacturing of the lattice structures, in whose vertical elements or tubes (4) the piles (5) will be introduced once manufactured.
  • the manufacturing process of the pile (5) is as follows:
  • a bridge crane takes a tube (5) and places it on a corner.
  • Parallel to the toner there are two guides, one on each side, on which a hydraulic punching head is supported, provided with interchangeable rectangular punches.
  • On the punching machine there is a pillar, with sliding plate on a guide, arranged at 90 ° on the pillar.
  • At the opposite end of the steer and fixed on the ground there is another equal punching head, with a fixed pillar and support of the horizontal guide.
  • In the horizontal guide there is a set of vertical holes all of them, placed on sliding plates and equipped with motorized sprockets, to move on the rack attached to the guide.
  • the free punching machine moves along the parallel guides, to adapt to the length of the pile tube (4) or embedment in each case.
  • the drills which will automatically have been placed in the established position, will perform a set of aligned drills.
  • the drills are raised and the punching machine opens to allow the taper, on which the tube is placed, to rotate a certain angle.
  • the punching and drilling operation is repeated in the same way as many times as necessary.
  • the crane bridge removes the tube (5) and places it on a set of parallel diabolos of variable height and some motorized ones that serve to support and move the tube longitudinally.
  • the crane bridge takes a prefabricated steel mesh cylinder (15) that has a diameter smaller than the inside of the tube (5) and places it on the diabolos of varying height; the height is adjusted and they move longitudinally until the mesh (5) is fully inserted into the pile (5).
  • the crane bridge takes another mesh cylinder (16) and places it on the lifting diabolos, these adjust its height to allow the pile with the already installed internal reinforcement to be pushed in the opposite direction by the motorized diabolos that support it and introduce them inside the outer armor.
  • the service operator bends the verticals of the mesh, inwards, through the recesses.
  • the bridge crane removes the pile to a storage or storage area and the service personnel places the whip (19, 20), the perimetral caps for the injection of the shaft and the O-ring (3) and the rest of the necessary parts for the driving and injection of the piles (5). •
  • the crane bridge places the finished piles (5) on diabolos that propel them until they are fully inserted inside the longitudinal tubes (4) that are part of the lattice structure.
  • the regulator allows to adjust pressure and flow to the programmed automatically by the process control and distribute it to all the piles (5).
  • the pile (5) can sink, it has a whip (19) (prefabricated concrete cone with rubber gasket) underneath that facilitates the driving.
  • a whip (19) prefabricated concrete cone with rubber gasket
  • each control and regulation unit will send the data to the central unit.
  • load cells or pressure switches can be installed to determine the actual pressure inside the tube (4) and precision flow meters or displacement meters to determine the progress of the pile (5 ). Some and other teams will transmit their data to the central unit.
  • the purpose of the operation and registration center is to direct, control and record all the parameters of the driving processes. Water continues to be introduced until the pressure we have to exert to nail the pile (5) multiplied by the surface of the pile (5) is the load that is desired to hold the pile (5) (it is the load test).
  • the operation and registration center allows paralyzing the pile of a pile (5) and that the others continue, since the depth to which each one will depend will depend on the type of terrain on which it rests, but all will end their driving with the certainty that they bear the expected load.
  • the foundation which may be a concrete slab
  • a tube larger in diameter than the pile, made in the same way as described, that is to say with notches for the placement of exterior and interior reinforcements) ) before pouring concrete.
  • the inner reinforcement remaining for the connection with the outer reinforcement of the pile (15) with the injection of cement slurry, being solidly attached to the foundation.
  • a first phase would correspond to a central injection of the pile and bulb. If more resistance is required, then proceed with the perimeter and radial injection.
  • the closure plug (1) has a hole with a tube (1 1) through which concrete grout is injected.
  • the injection system punctual, radial and along the entire shaft.
  • the system provides for parallel drilling lines along the entire shaft and separated from each other an arc of circumference of the necessary degrees.
  • a plug of hard elastomeric material will have been introduced under pressure into each hole, to which a steel cable will be attached at its base at the opposite end of which has a hook that will be attached to the inner reinforcement of the pile during manufacturing, leaving therefore all the cable inside the pile.
  • the inside of the tube (4) is first filled and the pressure continues to increase, until the pressure of insertion of the caps is exceeded; these, seeing the pressure with which they were introduced, will be shot radially towards the ground by drilling it, dragging the cable together at its base and opening a hole that will be filled with grout armed by the cable and attached to the inner armor and therefore to the reinforced concrete inside the pile (5).
  • the system allows to continue increasing the contribution of grout to the interior of the pile (5) and the pressure to cause the exit to the ground of more grout and therefore increase the area of perimeter consolidation.
  • the hook (19) has a plug (20) of greater diameter than the radial plugs of the shaft and therefore of greater output resistance.
  • the plug (20) will fire towards the bottom causing the cables to exit, several in this case and forming an armed bulb, of the desired dimension depending on whether inject more or less grout.
  • the traction plug which is the element where all the tubes are joined at the end, to make the tensile test.
  • the tubes (9) can be removed, unscrewing the cap and removing the tubes (9) from above. Thus, all the elements are recoverable.

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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)
  • Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
  • Foundations (AREA)

Abstract

L'invention concerne un procédé de fabrication, d'enfoncement et d'injection de pilots sous-marins qui sont utilisés en tant que fondations pour toute structure ou plate-forme, ledit procédé consistant à utiliser un pilier ou tube (4) à l'intérieur duquel est introduit un pilot (5) pendant la fabrication. Le procédé permet d'apporter une solution à tous les problèmes pouvant être rencontrés indépendamment du fait que le terrain présente une faible résistance ou que la charge exercée soit très élevée, plusieurs solutions pouvant être proposées pour chaque cas, comme par exemple : enfoncement du pilot sur le terrain, injection centrale et par le bulbe, injection périmétrale et injection radiale. L'invention concerne également des épreuves de charge et un système d'ancrage du pilier dans la dalle ou la structure à porter.
PCT/ES2010/000510 2009-12-11 2010-12-10 Procédé de fabrication, d'enfoncement et d'injection de pilots sous-marins WO2011070199A1 (fr)

Priority Applications (5)

Application Number Priority Date Filing Date Title
EP10835522.3A EP2511428A4 (fr) 2009-12-11 2010-12-10 Procede de fabrication, d'enfoncement et d'injection de pilots sous-marins
SG2012042172A SG181582A1 (en) 2009-12-11 2010-12-10 Method for the production, driving-in and injection of underwater piles
KR1020127018042A KR20120120219A (ko) 2009-12-11 2010-12-10 수중 파일의 제조, 드라이빙-인 및 주입 방법
CN2010800637556A CN102753760A (zh) 2009-12-11 2010-12-10 水下桩的制造、打桩及灌注方法
US13/514,859 US20120308309A1 (en) 2009-12-11 2010-12-10 Manufacturing method, driving in and injection of underwater piles

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
ES200902317A ES2361867B1 (es) 2009-12-11 2009-12-11 Método de fabricación, hincado e inyección de pilotes subacu�?ticos.
ESP200902317 2009-12-11

Publications (1)

Publication Number Publication Date
WO2011070199A1 true WO2011070199A1 (fr) 2011-06-16

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ID=44123104

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/ES2010/000510 WO2011070199A1 (fr) 2009-12-11 2010-12-10 Procédé de fabrication, d'enfoncement et d'injection de pilots sous-marins

Country Status (9)

Country Link
US (1) US20120308309A1 (fr)
EP (1) EP2511428A4 (fr)
KR (1) KR20120120219A (fr)
CN (1) CN102753760A (fr)
AR (1) AR079365A1 (fr)
CL (1) CL2012001525A1 (fr)
ES (1) ES2361867B1 (fr)
SG (1) SG181582A1 (fr)
WO (1) WO2011070199A1 (fr)

Families Citing this family (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
TWI687042B (zh) * 2019-06-11 2020-03-01 李青枬 太陽能模組之支撐施工法
CA3150000C (fr) * 2019-10-02 2023-03-21 Rozbeh B. Moghaddam Systeme de test bidirectionnel charge par le haut et son procede d'utilisation
CN112281854B (zh) * 2020-11-25 2022-02-15 成都城投建筑工程有限公司 钻孔灌注桩施工装置
CN113820739A (zh) * 2021-09-13 2021-12-21 扬州工业职业技术学院 压孔式布放设备及其布放物料的方法

Citations (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB1319061A (en) * 1969-06-25 1973-05-31 Bolt Associates Inc Apparatus for the remote testing of repeaters
JPS60242216A (ja) * 1984-05-15 1985-12-02 Asahi Chem Ind Co Ltd 外穀薄肉鋼管付鉄筋コンクリ−ト杭
HUT43125A (en) * 1985-05-14 1987-09-28 Foeldmeroe Talajviszsgalo Apparatus for load testing piles and load testing prefabricated reinforced concrete pile by internal force
US4902171A (en) * 1987-02-09 1990-02-20 Soletanche Process for reinforcing a driven tubular piling, the piling obtained by this process, an arrangement for implementing the process
CN2084063U (zh) * 1991-01-08 1991-09-04 钱久军 钢筋砼钝锥平底桩靴
DE4420852A1 (de) * 1994-06-15 1996-01-25 Halitdin Karakoc Verfahren und Vorrichtung zur Herstellung von Bewehrungskörben
JPH1143952A (ja) * 1997-07-28 1999-02-16 Sumitomo Metal Ind Ltd 杭基礎の構築方法
JP2001303584A (ja) * 2000-04-20 2001-10-31 Nippon Steel Corp 基礎杭頭部とフーチングの結合構造
JP2003020641A (ja) * 2001-07-06 2003-01-24 Yocon Corp コンクリート杭
JP2006241696A (ja) * 2005-02-28 2006-09-14 Jfe Steel Kk 基礎またはフーチングのコンクリートと杭頭部の結合部構造および該結合部構造を有する構造物

Patent Citations (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB1319061A (en) * 1969-06-25 1973-05-31 Bolt Associates Inc Apparatus for the remote testing of repeaters
JPS60242216A (ja) * 1984-05-15 1985-12-02 Asahi Chem Ind Co Ltd 外穀薄肉鋼管付鉄筋コンクリ−ト杭
HUT43125A (en) * 1985-05-14 1987-09-28 Foeldmeroe Talajviszsgalo Apparatus for load testing piles and load testing prefabricated reinforced concrete pile by internal force
US4902171A (en) * 1987-02-09 1990-02-20 Soletanche Process for reinforcing a driven tubular piling, the piling obtained by this process, an arrangement for implementing the process
CN2084063U (zh) * 1991-01-08 1991-09-04 钱久军 钢筋砼钝锥平底桩靴
DE4420852A1 (de) * 1994-06-15 1996-01-25 Halitdin Karakoc Verfahren und Vorrichtung zur Herstellung von Bewehrungskörben
JPH1143952A (ja) * 1997-07-28 1999-02-16 Sumitomo Metal Ind Ltd 杭基礎の構築方法
JP2001303584A (ja) * 2000-04-20 2001-10-31 Nippon Steel Corp 基礎杭頭部とフーチングの結合構造
JP2003020641A (ja) * 2001-07-06 2003-01-24 Yocon Corp コンクリート杭
JP2006241696A (ja) * 2005-02-28 2006-09-14 Jfe Steel Kk 基礎またはフーチングのコンクリートと杭頭部の結合部構造および該結合部構造を有する構造物

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
See also references of EP2511428A4 *

Also Published As

Publication number Publication date
KR20120120219A (ko) 2012-11-01
ES2361867A1 (es) 2011-06-24
CL2012001525A1 (es) 2013-01-11
AR079365A1 (es) 2012-01-18
ES2361867B1 (es) 2012-03-23
US20120308309A1 (en) 2012-12-06
CN102753760A (zh) 2012-10-24
EP2511428A1 (fr) 2012-10-17
SG181582A1 (en) 2012-07-30
EP2511428A4 (fr) 2014-11-12

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