EP2611968B1 - Procédé et appareil de fabrication de pilier à base élargie - Google Patents

Procédé et appareil de fabrication de pilier à base élargie Download PDF

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Publication number
EP2611968B1
EP2611968B1 EP11822652.1A EP11822652A EP2611968B1 EP 2611968 B1 EP2611968 B1 EP 2611968B1 EP 11822652 A EP11822652 A EP 11822652A EP 2611968 B1 EP2611968 B1 EP 2611968B1
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EP
European Patent Office
Prior art keywords
mandrel
feed tube
aggregate
tamper head
concrete
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Application number
EP11822652.1A
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German (de)
English (en)
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EP2611968A2 (fr
EP2611968A4 (fr
Inventor
Kord J. Wissmann
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Geopier Foundation Co Inc
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Geopier Foundation Co Inc
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Publication of EP2611968A2 publication Critical patent/EP2611968A2/fr
Publication of EP2611968A4 publication Critical patent/EP2611968A4/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
    • E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
    • E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
    • E02D5/44—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with enlarged footing or enlargements at the bottom of the pile
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/02—Improving by compacting
    • E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
    • 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
    • E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
    • E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
    • E02D5/385—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with removal of the outer mould-pipes

Definitions

  • the present invention relates to construction of a structural support column. More specifically, the present invention relates to a method and apparatus for building an expanded base pier to bypass weak soils and transfer structural loads to underlying strong soils.
  • Heavy or settlement-sensitive facilities that are located in areas containing soft or weak soils are often supported on deep foundations, consisting of driven piles or drilled concrete columns.
  • the deep foundations are designed to transfer the structure loads through the soft soils to more competent soil strata.
  • aggregate columns have been increasingly used to support structures located in areas containing soft soils.
  • the columns are designed to reinforce and strengthen the soft layer and minimize resulting settlements.
  • the columns are constructed using a variety of methods including the drilling and tamping method described in U.S. Patent Nos. 5,249,892 and 6,354,766 ; the driven mandrel method described in U.S. Patent No. 6,425,713 ; the tamper head driven mandrel method described in U.S. Patent No. 7,226,246 ; and the driven tapered mandrel method described in U.S. Patent No. 7,326,004 .
  • the short aggregate column method ( U.S. Patent Nos. 5,249,892 and 6,354,766 ), which includes drilling or excavating a cavity, is an effective foundation solution when installed in cohesive soils where the sidewall stability of the hole is easily maintained.
  • the method generally consists of: a) drilling a generally cylindrical cavity or hole in the foundation soil (typically around 30 inches); b) compacting the soil at the bottom of the cavity; c) installing a relatively thin lift of aggregate into the cavity (typically around 12-18 inches); d) tamping the aggregate lift with a specially designed beveled tamper head; and e) repeating the process to form an aggregate column generally extending to the ground surface.
  • the tamper head driven mandrel method ( U.S. Patent No. 7,226,246 ) is a displacement form of the short aggregate column method.
  • This method generally consists of driving a hollow pipe (mandrel) into the ground without the need for drilling.
  • the pipe is fitted with a tamper head at the bottom which has a greater diameter than the pipe and which has a flat bottom and beveled sides.
  • the mandrel is driven to the design bottom of column elevation, filled with aggregate and then lifted, allowing the aggregate to flow out of the pipe and into the cavity created by withdrawing the mandrel.
  • the tamper head is then driven back down into the aggregate to compact the aggregate.
  • the flat bottom shape of the tamper head compacts the aggregate; the beveled sides force the aggregate into the sidewalls of the hole thereby increasing the lateral stresses in the surrounding ground.
  • the driven tapered mandrel method ( U.S. Patent No. 7,326,004 ) is another means of creating an aggregate column with a displacement mandrel.
  • the shape of the mandrel is a truncated cone, larger at the top than at the bottom, with a taper angle of about 1 to about 5 degrees from vertical.
  • the mandrel is driven into the ground, causing the matrix soil to displace downwardly and laterally during driving. After reaching the design bottom of the column elevation, the mandrel is withdrawn, leaving a cone shaped cavity in the ground.
  • the conical shape of the mandrel allows for temporarily stabilizing of the sidewalls of the hole such that aggregate may be introduced into the cavity from the ground surface. After placing a lift of aggregate, the mandrel is re-driven downward into the aggregate to compact the aggregate and force it sideways into the sidewalls of the hole. Sometimes, a larger mandrel is used to compact the aggregate near the top of the column.
  • U.S. Patent No. 7,604,437 is related to a mandrel for making aggregate support columns wherein flow restrictors are provided to prevent upward movement of aggregate through the mandrel during driving of the mandrel.
  • the mandrel contemplated in this art relates to formation of an aggregate support column such as described in U.S. Patent Nos. 6,425,713 and 7,226,246 discussed above.
  • U.S. Patent Nos. 4,992,002 and 6,773,208 relate to methods for casting a partially reinforced concrete pier in the ground.
  • One method involves the use of an elongate mandrel with a cupped foot having a larger cross-sectional area than the mandrel, wherein flowable grout that is placed in the mandrel flows through openings located near the bottom of the mandrel into the space between the mandrel and the foot.
  • the other method involves the installation of an elongate hollow tubular casing that is then filled with fluid concrete that is allowed to set while the casing remains in the ground.
  • Each of these references is merely to concrete hardened inclusions and does not allow for the additional stability and strength provided by a pier that has an expanded base.
  • U.S. Patent No. 3,568,452 relates to a method and apparatus for forming bulbular base piles.
  • the object of the present invention is to efficiently form a strong and stiff expanded base (either cementitious or non-cementitious) at the bottom of the column and to provide an efficient means for the introduction of grout, concrete, post-grouted aggregate, or other cementitious material through the upper portions of the column to form a cementitious inclusion.
  • the present invention relates to a system for constructing a support column.
  • a mandrel has an upper portion and a tamper head.
  • a feed tube extends through the mandrel for feeding aggregate, concrete, grout, or other flowable materials to the tamper head.
  • the tamper head includes a lower enlarged chamber with a reducing surface at an upper portion thereof for compacting aggregate or concrete and restricting upward flow of aggregate or concrete during compaction.
  • the tamper head is of a size providing an enclosed region for allowing cementitious materials to be placed therein.
  • a closure cap is on an end of the feed tube opposite the tamper head.
  • a concrete supply tube is connected to the feed tube, and an air pressure source is connected to the feed tube for evacuating concrete from the feed tube through air pressure supplied thereto.
  • the invention may comprise a valve mechanism movable between an open position and a closed position for closing off the feed tube from communication with the tamper head during tamping operations and may comprising stiffening members secured between the reducing surface and the mandrel for providing load support during tamping operations.
  • the invention may further comprise chains attached or notches within the interior of the tamper head for restricting upward flow of material into the feed tube during downward movement of the mandrel.
  • a second tube may extend through the mandrel on the side of the feed tube for allowing cementitious material to flow upward through the second tube for inspection of the cementitious material during pumping.
  • a hopper may be located at the top of the mandrel for feeding aggregate into the feed tube of the mandrel.
  • a second aspect of the invention relates to a method of constructing a support column comprising use of a mandrel assembly having a feed tube connected to a tamper head at an opening thereof for allowing aggregate, concrete, grout, or other flowable material to flow into the tamper head.
  • the method comprises providing the tamper head of a shape with a defined lower enlarged chamber having a reducing surface at an upper portion thereof for compaction and for restricting upward flow of material into the feed tube during tamping, the tamper head further sized to provide an enclosed region for allowing cementitious material to be placed therein; providing a closure cap on an end of the feed tube opposite the tamper head and a concrete supply tube connected to the feed tube, and an air pressure source connected to the feed tube for evacuating concrete from the feed tube through air pressure supplied thereto; driving the mandrel assembly into a ground surface to a given depth thereby forming a cavity; lifting the mandrel assembly to release an initial charge of aggregate or concrete from the tamper head into a bottom of the cavity; re-driving the mandrel assembly to compact the aggregate or concrete at a bottom of the cavity and to form an expanded base, the expanded base having a width greater than the tamper head; and withdrawing the mandrel assembly while continuously
  • the method may further comprise introducing a pipe through the feed tube and tamper head after formation of the expanded base, placing aggregate during the withdrawing step to partially surround the pipe, and introducing cementitious material into the pipe following aggregate placement to treat the aggregate.
  • FIG. 1 illustrates an embodiment of a base mandrel assembly (1) contemplated herein.
  • a tamper head (2) is formed as a unitary structure attached to one end of a feed tube or pipe (4) to form the mandrel assembly (1).
  • the feed pipe (4) can typically be 4" to 12" in diameter and has an upper end (not shown) opposite the tamper head (2) in which aggregate, concrete, grout, and other flowable material can be fed.
  • the tamper head (2) typically comprises an enlarged lower chamber (3), typically 10" to 24" in diameter.
  • the reducing surface (5) from the lower chamber walls to the feed pipe walls serves the function as a compaction plate for compacting aggregate or concrete as described hereinbelow, as well as serving as an upward flow restrictor while the initial aggregate is being driven such that the aggregate or concrete forms a "plug" within the chamber (3) and does not flow back up into the feed pipe (4).
  • the reducing surface (5) may be angled as shown in Figure 2 .
  • the lower chamber (3) at the bottom of the head allows for formation of a densified bottom expanded base and provides an enclosed area for the placement of grout or concrete.
  • Stiffeners (6) can also be placed between the feed pipe (4) and lower chamber (3) to assist in load transfer during driving.
  • FIG 2 illustrates an embodiment of a base mandrel similar to Figure 1 , but includes a special valve mechanism (7) that may be used to further block the flow of aggregate or concrete from the lower chamber (3) into the feed pipe (4).
  • the valve mechanism (7) seats against the reducing surface (5) of the feed pipe (4) and physically restricts the flow of aggregate, or concrete, back up into the feed pipe during downward driving (as opposed to the "plug" formed as described above with reference to Figure 1 ).
  • the valve mechanism (7) opens to allow the downward flow of grout, concrete, or other flowable material through the feed pipe (4) and into the lower chamber (3).
  • the valve mechanism (7) may be manipulated by a pipe extending to the top of the mandrel or by a mechanism that pins the valve mechanism (7) to the sidewalls of the feed pipe (4).
  • valve mechanism (7) envisioned with reference to Figure 2 is to allow subsequent compaction of the bottom aggregate or concrete expanded base initially placed and formed.
  • the mandrel would first be driven in the ground with the lower chamber (3) charged with aggregate or concrete.
  • the feed pipe (4) would then be lifted, and the valve mechanism (7) would open.
  • Grout or concrete would then be added through the feed pipe (4).
  • the mandrel assembly (1) would then be driven back down, thereby allowing for further compaction of the aggregate or concrete at the bottom to form an expanded base.
  • Figure 3 illustrates another variation of the embodiment of Figure 1 . More specifically, chain links (8) are attached within the tamper head (2) so that upon tamping, the chain links (8) move inward to constrict the aggregate or concrete in the lower chamber (3) and restrict aggregate or concrete from flowing upward into the feed tube (4). It is also envisioned that internal notches may be provided in lieu of chains in order to provide non-mechanical (or passive) upward flow restriction.
  • Figure 4 illustrates a further embodiment of a mandrel similar to that shown in Figure 1 but which includes a special provision for ensuring grout placement.
  • the embodiment contemplated with reference to Figure 4 has a feed pipe including a primary feed pipe (4) and a grout return pipe (9) that is used to ensure that a continuous column of grout is installed. Positive flow of grout from the top of the grout return pipe (9) demonstrates that the mandrel is full of grout before or during mandrel extraction (lifting) operations.
  • FIG. 5A-5E shows an installation sequence with the base mandrel depicted in Figure 1 .
  • Step A shows placing a mound (10) of the aggregate on the ground surface.
  • Step B shows driving the mandrel assembly (1) through the mound (10) of aggregate (to form an initial charge of aggregate) and to the final driving elevation.
  • the aggregate in the lower chamber (3) forms a plug (11) in the neck of the feed pipe (4) at the bottom of the tamper head (2).
  • the valve mechanism (7) shown in Figure 2 or the chain links (8) shown in Figure 3 may be used within the tamper head (2) to facilitate plugging.
  • Step C shows lifting of the mandrel assembly (1) wherein the aggregate plug (11) or initial charge remains in place at the bottom of the hole (it is understood that the initial charge may also be added after driving of a closed tamper head, such as with a sacrificial cap covering the bottom opening of the tamper head).
  • Step D shows re-driving the mandrel assembly (1) one or more times to compact the aggregate at the bottom of the hole and to form an expanded base (12). Grout or concrete (13) may then be pumped through the feed pipe as shown.
  • Step E shows placing grout or concrete (13) from the element up from the bottom while removing the mandrel.
  • the finished support column comprises an expanded base with a cementitious inclusion located thereon.
  • Step A consists of filling the lower chamber (3) of the tamper head (2) with concrete. This may be achieved by driving the tamper head (2) through a mound (10) of concrete as shown in Figure 5A or by pumping concrete through the feed tube (4) while the tamper head (2) is resting on the ground surface. In this case, the ground surface seals the concrete from flowing out of the bottom of the lower chamber (3). As shown in Figure 5B , the tamper head (2) is then driven to design elevation with the concrete at the bottom of the tamper head (2) forming a plug (11) at the bottom of the assembly mandrel (1).
  • the valve mechanism (7) shown in Figure 2 or the chain links (8) shown in Figure 3 may be used within the tamper head (2) to facilitate plugging.
  • Step C shows the retraction (lifting) of the assembly (2) to allow the concrete to flow out of the bottom of the tamper head (2).
  • Step D shows the placement of additional concrete (13) through the feed pipe (4) and the subsequent or simultaneous lowering of the mandrel assembly (1) onto the previously placed concrete to force the concrete outward thus forming an expanded base (12).
  • Step E shows the simultaneous placement of grout or concrete (13) through the feed tube (4) while extracting the mandrel assembly (1) to the ground surface.
  • This technique forms an expanded base pier comprised of concrete at the expanded base (12) and concrete within the pier shaft (or inclusion) on top of the expanded base (12).
  • FIGs 6A-6F shows an alternative construction sequence where Steps A through C ( Figures 6A-6C ) are generally as described above with reference to the initial charge of aggregate being in the lower chamber (see Figures 5A-5C ).
  • Step D Figure 6D
  • Step E Figure 6E
  • the mandrel assembly (1) is raised and additional aggregate (15) is allowed to fill the annular space between the disposable pipe (14) and the sidewall of the cavity (16).
  • a hopper (17) can be used to place the aggregate (15) within the feed pipe (4).
  • the aggregate (15) placed in this step is not compacted.
  • Step F the disposable pipe (14) is then used as a conduit to place grout into the inclusion by filling the voids in the loose aggregate (15) around the disposable pipe (14).
  • the disposable pipe (14) is not removed but can be cut at ground level or just below ground level and made part of the permanent inclusion.
  • Figures 6D-6F depict representative grout ports at the bottom end of disposable pipe (14), it is understood that such ports or other openings can be located partially or fully along the length of disposable pipe (14).
  • Figure 7 illustrates a further embodiment of a mandrel similar to that shown in Figure 1 but which includes a closed system for the placement of concrete, grout, or other flow able materials.
  • the mandrel of this embodiment includes an external feed tube (18) that enters the mandrel feed tube (4) near the top of the mandrel to allow for the passage of a flowable material (19).
  • the external feed tube (18) is used to pump concrete, grout, or other flowable materials into the primary feed tube (4).
  • the top of the mandrel is sealed with a top plate (21) making this a closed system.
  • An air pressure gage (20) may optionally be installed to measure the internal air pressure within the mandrel and allow for the use of a pressure release valve (22) to facilitate removal of excess internal pressure during pumping.
  • the mandrel system of Figure 7 may be used in conjunction with the construction sequences shown in Figures 5A-5E .
  • Figure 8 illustrates yet another embodiment of the mandrel similar to that shown in Figure 7 .
  • an air source such as compressor (24) may optionally be used to apply elevated air pressure to trapped air (23) within the mandrel feed pipe (4) to evacuate concrete (13) from the mandrel.
  • an embodiment of the system of the present invention was used to install a support column, also described herein as an expanded base pier ("EBP"), at a test site in Iowa.
  • the test site was characterized by 4 feet of sandy lean clay underlain by sand.
  • This testing program was designed to compare the load versus deflection characteristics of this embodiment of the EBP to reference piers constructed in successive lifts, such as a pier constructed by the tamper head driven mandrel method.
  • the reference piers of this example had a nominal diameter of 20 inches and an installed length of 23 feet.
  • One reference pier was constructed of aggregate only to a diameter of 20 inches.
  • Another reference pier was constructed with a grout additive, commonly referred to as grouted pier, to a diameter of 14 inches.
  • the EBP was formed by filling the extractable mandrel ( Figure 1 ) with a combination of open graded aggregate and fluid grout.
  • the mandrel had a lower chamber (3) outside diameter of 14 inches and a feed pipe (4) outside diameter of 12 inches.
  • the mandrel of this embodiment was connected at its open end (opposite the tamper head) to an open hopper for filling and was attached to a high frequency hammer which is often associated with driving sheet piles. The hammer is capable of providing both downward force and vibratory energy.
  • the full mandrel was advanced to a depth of 23 feet below the ground surface.
  • the mandrel assembly was then raised 3 feet and lowered 3 feet a total of 3 times to form a bottom expanded base.
  • Each raising and lowering of the mandrel is referred to as a "stroke.”
  • the mandrel was then raised 3 feet, lowered 2 feet, and then slowly extracted to the ground surface allowing a column of grout and aggregate to be placed in the cavity created during mandrel installation.
  • the EBP was constructed with a base diameter of 20 inches, and a shaft diameter of 14 inches. Once the mandrel was fully extracted, a 1 inch diameter reinforcing steel rod was inserted the full length of the EBP. A concrete cap was then poured above the EBP to facilitate load testing.
  • FIG. 9 shows the results of the load test of the EBP compared with the reference piers.
  • the reference pier with aggregate supported a load of about 23,300 pounds
  • the reference pier with grout supported a load of about 50,000 pounds
  • the EBP supported a load of about 70,300 pounds.
  • the reference pier with aggregate supported a load of about 38,800 pounds
  • the reference pier with grout supported a load of about 62,700 pounds
  • the load carrying capacity of the pier constructed in accordance with this embodiment of the present invention showed a 2.5 to 3 fold improvement when compared to a reference pier with aggregate, and a 1.4 to 1.5 fold improvement when compared to a reference pier with grout.
  • the difference in the behavior relative to the grouted pier is caused by the formation of the bottom expanded base during the construction of the EBP according to the invention.
  • the system of another embodiment of the present invention was used to install five EBP elements at a test site in Virginia.
  • the test site was characterized by hard clay.
  • 30 inch diameter drill holes were excavated to a depth of 8 feet below the ground surface. The voids were then loosely backfilled with sand.
  • the EBP elements of this example were formed within the backfilled holes.
  • the EBP was formed by filling the mandrel described in Figure 7 with concrete.
  • the mandrel of this embodiment featured a "closed top” as opposed to the "open hopper” configuration as described with reference to Example I.
  • the mandrel in this embodiment was attached to a similar hammer as in the embodiment of Example I.
  • the full mandrel was advanced to a depth of 8 feet below the ground surface.
  • the mandrel was then raised 3 feet, and then lowered 2 feet for three repetitions to create the expanded base. A process of raising the mandrel 3 feet, and then lowering 1 foot was then used to complete the full length of the pier.
  • each of the piers was excavated and the pier base and shaft diameters were measured.
  • the lower chamber in this embodiment had a nominal 12 inch diameter outer dimension.
  • the excavated and measured piers had an average nominal diameter of 18 inches. Expanded bases at the bottoms of the piers exceeded 24 inches demonstrating the effectiveness of this construction technique.
  • the embodiment of the present invention from Example II was used on a site in Washington, D.C.
  • the site was characterized by 20 to 30 feet of soft clay and clayey sand underlain by dense sand or hard clay.
  • the embodiment of the present invention at the site was used to support mechanically stabilized earth (MSE) walls and embankments.
  • MSE mechanically stabilized earth
  • the mandrel used for this project was similar to that used in Example II.
  • the lower chamber in this embodiment had a nominal 18 inch diameter outer dimension.
  • two fully concrete EBP were constructed and subsequently load tested.
  • the EBP were constructed with a 24 inch diameter expanded base, and an 18 inch diameter shaft.
  • the EBP was formed by filling the mandrel (such as in Figures 7 or 8 ) with concrete.
  • the full mandrel was then advanced to a depth of 26 feet below the ground surface for Test Pier 1 and to a depth of 36.5 feet below the ground surface for Test Pier 2.
  • the mandrel was then raised 4 feet, and then lowered 3 feet.
  • the process of raising the mandrel 4 feet, and then lowering 3 feet was completed for a total of 4 cycles at the test piers to create an expanded base.
  • the mandrel was extracted at a constant rate while pumping concrete into the mandrel. Once the concrete had cured, each of the piers was load tested.
  • Test Pier 1 (26 feet below ground surface)
  • Figure 11 shows the results of the load test on Test Pier 2 (36.5 feet below the ground surface - two test load cycles on this test pier).
  • Both Test Pier 1 and Test Pier 2 supported a test load of approximately 425 kips at 1 inch of top of pier deflection, with a maximum supported load of approximately 575 kips.

Claims (15)

  1. Système destiné à la construction d'une colonne de support, comprenant :
    (a) un mandrin (1) comportant une partie supérieure et une tête de dameuse (2) et un tube d'alimentation (4) s'étendant à travers celui-ci permettant de distribuer un agrégat, du béton, du mortier liquide ou tout autre matériau pouvant être fluidifié à travers le mandrin jusqu'à la tête de dameuse ; et
    (b) la tête de dameuse définissant une chambre basse élargie (3) possédant une surface de réduction (5) au niveau d'une partie supérieure de celle-ci destinée au compactage d'agrégat ou de béton et destinée à limiter l'écoulement d'agrégat ou de béton vers le haut dans le mandrin durant le compactage et la tête de dameuse étant de taille suffisante pour fournir une zone confinée permettant à un matériau cimentaire d'être placé dans celle-ci, ledit système étant caractérisé en ce qu'il comprend
    (c) un bouchon de fermeture (21) sur une extrémité du tube d'alimentation opposée à la tête de dameuse, un tube d'approvisionnement en béton (18) raccordé au tube d'alimentation et une source de pression d'air (24) raccordée au tube d'alimentation pour l'évacuation du béton du tube d'alimentation par la pression d'air fournie à celui-ci.
  2. Système selon la revendication 1, comprenant en outre un mécanisme de soupape (7) mobile entre une position ouverte et une position fermée permettant la fermeture du tube d'alimentation à une communication avec la tête de dameuse durant les opérations de tassement.
  3. Système selon la revendication 1, comprenant en outre des éléments de rigidification (6) fixés entre la surface de réduction et le mandrin pour fournir un support de charge durant les opérations de tassement.
  4. Système selon la revendication 1, comprenant en outre des chaînes (8) fixées à l'intérieur de la tête de dameuse destinées à limiter l'écoulement vers le haut de matériau dans le tube d'alimentation durant une descente du mandrin.
  5. Système selon la revendication 1, comprenant en outre des encoches à l'intérieur de la tête de dameuse destinées à limiter l'écoulement vers le haut de matériau dans le tube d'alimentation durant une descente du mandrin.
  6. Système selon la revendication 1, comprenant en outre un second tube (9) s'étendant à travers le mandrin sur le côté du tube d'alimentation permettant à un matériau cimentaire de s'écouler vers le haut à travers le second tube pour l'inspection du matériau cimentaire durant le pompage ou comprenant en outre un trémie situé en haut du mandrin destiné à alimenter en agrégat le tube d'alimentation du mandrin.
  7. Procédé de construction d'une colonne de support comprenant l'utilisation d'un ensemble mandrin (1) possédant un tube d'alimentation (4) raccordé à une tête de dameuse (2) au niveau d'une ouverture de celui-ci pour permettre à un agrégat, du béton, du mortier liquide ou à tout autre matériau pouvant être fluidifié de s'écouler dans la tête de dameuse, ledit procédé comprenant :
    (a) l'obtention d'une tête de dameuse d'une certaine forme avec une chambre basse élargie (3) déterminée possédant une surface de réduction (5) au niveau d'une partie supérieure de celle-ci destinée au compactage et permettant de limiter l'écoulement vers le haut du matériau dans le tube d'alimentation durant le tassement, la tête de dameuse étant en outre dimensionnée pour fournir une zone confinée permettant au matériau cimentaire d'être placé dans celle-ci ;
    (b) l'obtention d'un bouchon de fermeture (21) sur une extrémité du tube d'alimentation opposée à la tête de dameuse et un tube d'approvisionnement en béton raccordé au tube d'alimentation et une source de pression d'air (24) raccordée au tube d'alimentation pour l'évacuation du béton du tube d'alimentation par une pression d'air fournie à celui-ci ;
    (c) l'entraînement de l'ensemble mandrin dans une surface de sol jusqu'à une profondeur donnée formant ainsi une cavité ;
    (d) la levée de l'ensemble mandrin pour libérer la charge initiale d'agrégat ou de béton depuis la tête de dameuse jusque dans le fond de la cavité ;
    (e) l'entraînement de nouveau de l'ensemble mandrin pour compacter l'agrégat ou le béton au fond de la cavité et pour former une base élargie, ladite base élargie possédant une largeur supérieure à la tête de dameuse ; et
    (f) le retrait de l'ensemble mandrin tout en alimentant continuellement en matériau cimentaire ou en agrégat à être traité par la suite, soit entièrement soit partiellement, avec du mortier liquide par l'intermédiaire du tube d'alimentation, formant ainsi une inclusion cimentaire au moins partiellement dans la cavité, ladite inclusion cimentaire possédant une largeur de la cavité et étant formée sur le dessus de la base élargie.
  8. Procédé selon la revendication 7, ladite tête de dameuse étant remplie de la charge initiale d'agrégat ou de béton avant l'entraînement.
  9. Procédé selon la revendication 7, ledit matériau cimentaire étant l'un choisi dans le groupe constitué par le béton, le mortier liquide ou l'agrégat qui est par la suite entièrement ou partiellement traité avec du mortier liquide.
  10. Procédé selon la revendication 7, comprenant en outre la disposition d'un mécanisme de soupape (7) mobile entre une position ouverte et une position fermée au niveau de l'ouverture entre le tube d'alimentation et la tête de dameuse, destiné à restreindre le passage d'un écoulement dans la tête de dameuse et à déplacer l'élément de fermeture en une position ouverte permettant d'introduire le matériau cimentaire dans la tête de dameuse et dans une position fermée durant le compactage vers le bas.
  11. Procédé selon la revendication 7, comprenant en outre l'introduction de matériau cimentaire dans la zone confinée.
  12. Procédé selon la revendication 7, comprenant en outre l'introduction d'un tuyau (14) par le tube d'alimentation et la tête de dameuse après la formation de la base élargie, le positionnement de l'agrégat durant l'étape de retrait pour entourer partiellement le tuyau et l'introduction de matériau cimentaire dans le tuyau après le positionnement d'agrégat pour traiter l'agrégat.
  13. Procédé selon la revendication 7, comprenant en outre des chaînes (8) fixées à l'intérieur de la tête de dameuse destinées à limiter l'écoulement de matériau vers le haut dans le tube d'alimentation durant la descente du mandrin.
  14. Procédé selon la revendication 7, comprenant en outre des encoches à l'intérieur de la tête de dameuse destinées à limiter l'écoulement de matériau vers le haut dans le tube d'alimentation durant la descente du mandrin.
  15. Procédé selon la revendication 7, comprenant en outre la fourniture au mandrin d'un second tube (9) adjacent au tube d'alimentation pour permettre l'inspection de matériau cimentaire durant un pompage ou comprenant en outre un trémie situé en haut du mandrin destiné à l'alimentation en agrégat du tube d'alimentation du mandrin.
EP11822652.1A 2010-09-03 2011-09-01 Procédé et appareil de fabrication de pilier à base élargie Active EP2611968B1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
US12/875,986 US20110052330A1 (en) 2009-09-03 2010-09-03 Method and Apparatus for Making an Expanded Base Pier
PCT/US2011/050172 WO2012031094A2 (fr) 2010-09-03 2011-09-01 Procédé et appareil de fabrication de pilier à base élargie

Publications (3)

Publication Number Publication Date
EP2611968A2 EP2611968A2 (fr) 2013-07-10
EP2611968A4 EP2611968A4 (fr) 2016-04-27
EP2611968B1 true EP2611968B1 (fr) 2018-03-14

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EP11822652.1A Active EP2611968B1 (fr) 2010-09-03 2011-09-01 Procédé et appareil de fabrication de pilier à base élargie

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US (1) US20110052330A1 (fr)
EP (1) EP2611968B1 (fr)
BR (1) BR112013005081B1 (fr)
CA (1) CA2809673C (fr)
CO (1) CO6680724A2 (fr)
DK (1) DK2611968T3 (fr)
ES (1) ES2671921T3 (fr)
MX (1) MX2013002471A (fr)
PT (1) PT2611968T (fr)
TR (1) TR201807800T4 (fr)
WO (1) WO2012031094A2 (fr)

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US9207000B2 (en) 2011-08-22 2015-12-08 Darin Kruse Solar apparatus support structures and systems
US8920077B2 (en) 2011-08-22 2014-12-30 Darin Kruse Post tensioned foundations, apparatus and associated methods
MX2016002505A (es) * 2013-09-05 2016-06-02 Geopier Found Co Inc Aparatos para construir pilares de desplazamiento de áridos.
CA3119524C (fr) * 2013-09-05 2023-02-28 Geopier Foundation Company, Inc. Procedes et appareils de compactage de sol et de matieres granuleuses
US11773555B2 (en) 2013-09-05 2023-10-03 Geopier Foundation Company, Inc. Methods and apparatuses for compacting soil and granular materials
JP6150289B2 (ja) * 2013-09-24 2017-06-21 株式会社不動テトラ 締め固め砂杭工法における施工管理方法
US9988784B2 (en) * 2014-07-15 2018-06-05 Uretek Usa, Inc. Rapid pier

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Also Published As

Publication number Publication date
BR112013005081A2 (pt) 2020-05-26
PT2611968T (pt) 2018-06-08
EP2611968A2 (fr) 2013-07-10
TR201807800T4 (tr) 2018-06-21
WO2012031094A3 (fr) 2012-08-16
EP2611968A4 (fr) 2016-04-27
CA2809673A1 (fr) 2012-03-08
BR112013005081B1 (pt) 2021-07-06
DK2611968T3 (en) 2018-06-14
ES2671921T3 (es) 2018-06-11
CA2809673C (fr) 2018-08-07
MX2013002471A (es) 2014-05-27
US20110052330A1 (en) 2011-03-03
CO6680724A2 (es) 2013-05-31
WO2012031094A2 (fr) 2012-03-08

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