EP0151389A1 - Méthode et dispositif pour la réalisation d'éléments de construction dans le sol tels que pieux, ancrages injectés, murs souterrains ou similaires - Google Patents

Méthode et dispositif pour la réalisation d'éléments de construction dans le sol tels que pieux, ancrages injectés, murs souterrains ou similaires Download PDF

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Publication number
EP0151389A1
EP0151389A1 EP85100126A EP85100126A EP0151389A1 EP 0151389 A1 EP0151389 A1 EP 0151389A1 EP 85100126 A EP85100126 A EP 85100126A EP 85100126 A EP85100126 A EP 85100126A EP 0151389 A1 EP0151389 A1 EP 0151389A1
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EP
European Patent Office
Prior art keywords
pressure
jet pipe
building material
ground
jet
Prior art date
Legal status (The legal status 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 status listed.)
Granted
Application number
EP85100126A
Other languages
German (de)
English (en)
Other versions
EP0151389B1 (fr
Inventor
Ernst Dipl.-Ing. Reichert
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
STUMP SPEZIALTIEFBAU GMBH
Original Assignee
Stump Bohr GmbH
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 DE19843400741 external-priority patent/DE3400741A1/de
Priority claimed from DE3410830A external-priority patent/DE3410830A1/de
Application filed by Stump Bohr GmbH filed Critical Stump Bohr GmbH
Priority to AT85100126T priority Critical patent/ATE54970T1/de
Priority to EP89111793A priority patent/EP0346941B1/fr
Publication of EP0151389A1 publication Critical patent/EP0151389A1/fr
Application granted granted Critical
Publication of EP0151389B1 publication Critical patent/EP0151389B1/fr
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

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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
    • E02D5/34—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
    • E02D5/42—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds by making use of pressure liquid or pressure gas for compacting the concrete
    • 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
    • E02D5/18—Bulkheads or similar walls made solely of concrete in situ
    • 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
    • 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
    • E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22—Piles
    • E02D5/54—Piles with prefabricated supports or anchoring parts; Anchoring piles
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22—Piles
    • E02D5/62—Compacting the soil at the footing or in or along a casing by forcing cement or like material through tubes

Definitions

  • the invention relates to a method for producing components in the subsoil, such as piles, injection anchors, diaphragm walls or the like. With the features of the preamble of claim 1, and an apparatus for performing this method.
  • liquid building material is moved in a pulse-like manner against the wall of the building site opening by a pulse pressure source.
  • the pulse pressure source is formed by a device working with an explosive charge. Since the pulse pressure source directly moves the liquid building material for the component in a pulse-like manner, the pulse pressure source must be arranged in the opening in the ground, which can be disadvantageous.
  • the invention has for its object to provide a method and an apparatus for producing reinforced and unreinforced components in the ground, which are free of soil material at least in the core cross-section, the load-bearing capacity and strength is considerably increased, and wherein the pressure source are attached outside the ground opening can.
  • the invention provides the advantage that the pulse pressure on the liquid construction material in the building opening through an intermediate medium, - 8th liquid material is applied.
  • This material can be acted upon by a pulse pressure source, for example a pile driver of a high pressure pump or the like, which can be accommodated above the ground without restricting space conditions.
  • the liquid material that is recurrently introduced into the still liquid building material for the component displaces the liquid building material in all directions into the surrounding contact zone with the building ground.
  • the building ground is compacted and expanded, with building material interspersed, and a "cracking" can take place if the building ground is of a suitable nature.
  • the strength, the number of repetitions and the altitude of the pulse-like pressure can be adapted to the building ground properties and / or the shape of the component.
  • the pulse pressure application can be kept the same or changed over the height of the component.
  • a pulse pressure application can also be carried out only at different heights of the component, such as for connecting components arranged next to one another in the form of disks or the like.
  • liquid, hardenable building material can also be introduced continuously under high pressure, which interlocks the contact zone between the component and the building ground, so that there is an increased frictional connection between the building ground and the building component.
  • the core of the component formed by hardenable building material remains essentially unmixed.
  • a hole 2 is made in a known manner, e.g. drilled.
  • the borehole 2 is then filled with liquid, hardenable building material 3, e.g. Cement milk or cement mortar, if necessary filled with additives.
  • hardenable building material e.g. Cement milk or cement mortar
  • a lance 6 is introduced centrally into the hole 2.
  • the end 7 of the lance 6 is moved from bottom to top according to the desired purpose using pulse pressure injections.
  • a friction pile is to be created according to FIG. 1 by compaction and expansion 8 of the contact zone in the ground 5.
  • the lance 6 is connected to a device, not shown, which can generate recurring pulse pressures with pauses in between in the direction of the arrow I.
  • a device can be of a type known per se and can work with explosive propellant charges, sudden discharges of a bladder accumulator or with dynamic forces of a ram, etc.
  • a certain quantity of a medium preferably a liquid, hardenable building material, e.g. Plastic, cement milk or cement mortar, optionally with additives, is injected into hole 2 at high speed.
  • a pulse pressure injection occurs at the outlet end 7 of the lance 6.
  • the pressure continues, as indicated schematically in FIGS. 1 and 2, from the lance 6 in all directions, downwards and radially. It causes the still liquid building material 3 in the hole 2, which is practically incompressible, to transmit the pulse pressure surge almost undamped into the surrounding ground 5.
  • the column of liquid building material 3 located above the lance end 7 acts as an insulation abutment due to the inertia.
  • the surrounding building ground can be compacted and thereby expanded, depending on the given ground properties.
  • the adjoining building ground 5 can be penetrated with hardenable building material 3 and / or "cracking" takes place.
  • This expanded and compacted area of the subsoil 5 is indicated by dashed lines in FIGS. 1 and 2.
  • the pulse pressure injection mass can be replaced by displacing the component 1, e.g. Pile, forming building material 3 indirectly exert pressure on the building site 5 and compact and expand it.
  • the impulse pressure injection mass can be released by thickening a part of its liquid phase to the building material 3 forming the component, and this in turn can instantaneously and in a corresponding quantity hardenable liquid phase with e.g. forward suspended solid particles to the subsoil 5, whereby compaction and infiltration and / or "cracking" can be effected.
  • a complete separation of the pulse pressure mass from the building material 3 forming the component can take place in that the pulse pressure surges take place within an expandable hose which is immersed in the building material of the component. This eliminates the otherwise applicable condition that the pulse pressure mass must be hardenable and compatible with the building material 3 forming the component.
  • Any liquid or gaseous mass e.g. the propellant gas of a powder charge can be used, which can be of importance for the machine for generating the pulse pressure surges;
  • the expandable hose if it is not closed above, must be filled with liquid mass, provided that it is not already compressed by the specifically heavier building material 3 forming the component 1.
  • the pulse pressure surge can also be transmitted directly to the building site 5 by a part of the pulse pressure injection mass passing through the still liquid building material 3 forming the component 1 and thus compressing, expanding and possibly penetrating the building site 5.
  • the pulse pressure can be transferred directly or indirectly to the building ground 5 directly or indirectly without any significant reduction.
  • a deflection device 9 can be arranged at a corresponding height in the hole 2 filled with building material 3.
  • This deflection device 9 is connected via a pipe 10 to the pulse pressure source, not shown. It preferably has nozzle-like outlet openings 11 at circumferential points opposite one another. Its height adjustment means that the wall of the hole 2 can be compressed, widened and / or cracked at any point.
  • the reaction forces are balanced in the case of outlet nozzles 11 lying opposite one another.
  • the pulse pressure injection can be directed in one or more specific directions by such outlet nozzles 11.
  • a pile 1 can also be created using a pullable tube 12.
  • the lance 6 and the pipe 12 are set back in relation to the bottom of the borehole.
  • An expanded pile foot 13 of height h can be generated by means of a pulse pressure injection, with the subsoil 5 being expanded downwards and laterally.
  • the subsoil 5 is compacted and expanded along this route. In this way, for example, a grouting anchor can be produced, the tensile force of which is to be transferred into the building ground along this predetermined distance.
  • the residual tension can be increased further in that a perforated tube 14 is installed in the hole 2 filled with liquid building material 3 and then 14 pulse pressure injections are carried out within this tube.
  • This tube 14 can be smooth or shaped as shown in Figure 5.
  • the shaped tube 14 forms openings 15 to which, as shown, adjoin outwardly widening nozzle-shaped walls. It is also possible to have the walls tapered in the opposite direction to the opening 15. It can be designed as an expanded metal or plastic tube.
  • the liquid building material is shot through these openings 15. If the building site 5 is now such that it can absorb something from the liquid phase of the building material 3, the building material 3 is in the annular space between the pipe 14 and the building site 5 thickened.
  • the openings 15 in the tube 14 then act approximately like check valves with respect to the thickened building material 3, so that the building material 3 pressed into the annular space by the pulse pressure injection can no longer fully compensate for itself hydrostatically, as a result of which a zone of remaining excess pressure is created.
  • the thickened building material located in the roots 16 can be supported on this zone, as a result of which a two-stage pressure build-up and thus an increased residual tension between component 1 and building site 5 is retained.
  • the tube 14 can also support the cavity wall if necessary and at the same time act as reinforcement.
  • reinforcement elements e.g. Reinforcement cages and the like
  • the pulse pressure injection can take place inside or outside such reinforcement. Since the building material 3 is always kept liquid in the cavity 2 during the pulse pressure injection, it is also possible to subsequently install reinforcements.
  • the pulse pressure lance 6 can also itself be a remaining reinforcement element if the pulse pressure injection is progressively carried out from the air-side to the earth-side end into the cavity 2 filled with hardening building material 3, or if the pulse pressure lance 6 is only installed beforehand, an end node on the component 1 is important , e.g. to achieve a pile foot extension.
  • holes 21 are radially graduated at a certain distance from one another and from approximately the same starting point.
  • pulse pressure injections extending over the length of the bore, e.g. with cement milk, these bores 21 grow together to form vertical disks 22 from the cement ground and thus form underpinning elements.
  • These disks 22 can then be connected and anchored by means of so-called nails 23, which are provided with steel rods and are also produced using pulse pressure injection.
  • the nails 23 can have end anchoring nodes 24 both individually and together with a plurality of nails 23.
  • the pulse pressure injection with cement can replace conventional chemical injections, but at the same time avoids environmental damage or pollution.
  • the pulse pressure source can also be accommodated in the ground opening.
  • a pressure source working with explosive charge can also be used as the pressure source.
  • a pile hole 2 is created in the ground 5 by drilling, dredging or the like.
  • the beam tube 30 closed at the bottom is first inserted.
  • On the inner wall of the same high-pressure lines 31 are attached.
  • Each nozzle 32 is fed by its own high pressure line 31. It would also be possible to supply the two nozzles 32 via only one high-pressure line. In this case, such a single high-pressure line 31 would first have to end in an annular chamber at the lower end of the jet pipe 30, to which the nozzles 32 are then connected.
  • jet pipe 30 By using high-pressure lines 31, even a relatively thin-walled, not high-pressure-resistant tube can be used as the supporting structure as the jet pipe 30.
  • a plurality of nozzles 32 located opposite one another allow the jet pipe 30 to be self-centered in the pile hole 2.
  • the jet pipe 30 protects the pile core against contamination by soil material.
  • a carrier device (not shown) holds the jet pipe 30. It serves to lower, raise and rotate or pivot the jet pipe 30 back and forth.
  • liquid building material is continuously pressed under high pressure into the high-pressure lines 31 located in the jet pipe 30 and via the lateral nozzles 32 on the jet pipe 30 through the concrete annular space 33 into the surrounding building ground 5 initiated.
  • the carrier device sets the jet pipe 30 and thus the nozzles 32 in a rotational movement while simultaneously lifting the jet pipe 30.
  • the liquid building material is introduced into the ground 5 via the nozzles 32 in each case over the length of the intended force application area of the pile.
  • the rotary movement is not constantly rotating, but there is a back and forth movement of the jet pipe 30, that is to say a pivoting movement, so that the high-pressure lines 31 do not have to be fed via a special feed head.
  • the jet pipe 30 is centered in the pile hole 2 by the arrangement of at least two opposite nozzles 32, each of which is fed by an independent pump 36 with the same amount of compression at the same pressure.
  • the diameter of the jet pipe 30 is matched to the local soil conditions and pile dimensions so that excess grouting material is largely compensated for by the volume released when the jet pipe 30 is pulled up.
  • a pile hole 2 is created in the ground 5, which was drilled with the pipes.
  • the piping 40 is shown partially drawn. Before the piping 40 was pulled, the jet pipe 30, the reinforcement 41 and the concrete 35 were introduced.
  • the borehole piping 40 has a pipe cap 42, in which the jet pipe 30 is guided in a movable and sealing manner.
  • this cap 42 still has two valves 43, 44 for inlet and outlet of a pressure medium.
  • the pressure medium consisting, for example, of cement milk, water or air, prevents or at least prevents the liquid building material continuously supplied by the jet nozzles 32 from breaking out through the concrete column upwards. As a result, the liquid building material is increasingly caused to penetrate into the soil of the building site 5.
  • the pile concrete is kept free from mixing with the soil.
  • a piped pile hole 2 is e.g. by bentonite rinsing.
  • the reinforcement 41 is located within a modified beam pipe 30 '. This is now open below. It also fulfills a protective function and certainly keeps the reinforced core cross-section of the pile free of ground inclusions.
  • the high-pressure lines 31 with the nozzles 32 can also be arranged on the outside of the jet pipe 30 '.
  • the outer annular space 45 between the jet pipe 30 'and building ground 5 can be kept tight.
  • the orifices of the jet nozzles 32 are then immediately in front of the pile hole wall 47.
  • the continuous high-pressure jet can accordingly have an optimal effect.
  • the pile hole 2 is first uncased, possibly drilled with cement or bentonite flushing.
  • the jet pipe 30 'turns on finally the associated jet compression device is installed down to the bottom of the borehole.
  • the reinforcement 41 is then introduced. Concrete is now poured from the bottom upwards within the jet pipe 30 'by means of a filling pipe until the drilling fluid is completely displaced and has flowed away at the top.
  • the outer annular space 45 is filled with pumpable cement or cement-sand mortar at low pressure from the bottom upwards via the blasting device until the drilling fluid, e.g. the bentonite suspension, completely displaced and flowed away at the top.
  • the continuous high pressure jet supply takes place with constant back and forth turning and pulling up, so that the area assigned to a jet nozzle 32 is exposed to the high pressure jet.
  • the pressing process is carried out until the end of the desired force transmission path of the pile.
  • drilling can be carried out directly with the jet pipe 30 'with the drill bit attached.
  • the jet pipe 30 ' can be double-walled so that the high-pressure lines 4 can be guided in the protection of this double wall.
  • a borehole with piping 40 has been made in the ground 5.
  • the reinforcement 41 is located within the beam tube 30 'which is open at the bottom and which at the same time has a protective function.
  • the annular space 45 between the subsoil 5 and the jet pipe 30 ' is filled up to the top with gritty concrete aggregates (FIG. 15 shows the work step during the backfilling).
  • the gritty concrete aggregate is penetrated by the liquid building material ejected through the jet nozzle 32 and thereby becomes part of the pile concrete.
  • the building material ejected from the jet nozzle 32 then penetrates into the surrounding building ground.
  • the gritty concrete aggregate is, on the one hand, ideally suited to prevent or hinder the breaking up of the building material expelled through the jet nozzle 32 and, on the other hand, fulfills a protective filter function to keep the pile core cross section clean.
  • the holes are first drilled with piping.
  • the jet pipe 30 ' including the jet pressing device connected to it is installed protruding up to the bottom of the borehole. Reinforcement 41 is then inserted. Concrete is then placed inside the jet pipe 30 '.
  • the borehole piping 40 is pulled and, in the process, filler material is added to the outer annular space.
  • the supply of the high-pressure jet now takes place continuously by rotating and pulling up the jet pipe 30 'and the piping 40.
  • the jet pipe 30' is moved back and forth by a swivel angle of 90 °.
  • the pressing process which acts in the surrounding ground, is carried out up to the end of the desired force transmission path of the pile.
  • pulse pressure sources can also be used instead of continuous pressure sources.

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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)
  • Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
EP19850100126 1984-01-11 1985-01-08 Méthode et dispositif pour la réalisation d'éléments de construction dans le sol tels que pieux, ancrages injectés, murs souterrains ou similaires Expired - Lifetime EP0151389B1 (fr)

Priority Applications (2)

Application Number Priority Date Filing Date Title
AT85100126T ATE54970T1 (de) 1984-01-11 1985-01-08 Verfahren und vorrichtung zum herstellen von bauelementen im baugrund, wie pfaehlen, injektionsankern, schlitzwaenden oder dergleichen.
EP89111793A EP0346941B1 (fr) 1984-03-23 1985-01-08 Méthode pour réaliser des éléments de construction dans le sol tels que des pieux, des ancrages ou similaires ainsi qu'un dispositif pour l'application de cette méthode

Applications Claiming Priority (4)

Application Number Priority Date Filing Date Title
DE3400741 1984-01-11
DE19843400741 DE3400741A1 (de) 1984-01-11 1984-01-11 Verfahren und vorrichtung zum herstellen von bauelementen im baugrund, wie pfaehlen, injektionsankern, schlitzwaenden oder dergleichen
DE3410830A DE3410830A1 (de) 1984-03-23 1984-03-23 Verfahren zum herstellen von bauelementen im baugrund, wie pfaehlen, ankern, schlitzwaenden oder dergleichen, sowie eine vorrichtung zur ausfuehrung dieses verfahrens
DE3410830 1984-03-23

Related Child Applications (1)

Application Number Title Priority Date Filing Date
EP89111793.9 Division-Into 1985-01-08

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EP0151389A1 true EP0151389A1 (fr) 1985-08-14
EP0151389B1 EP0151389B1 (fr) 1990-07-25

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EP19850100126 Expired - Lifetime EP0151389B1 (fr) 1984-01-11 1985-01-08 Méthode et dispositif pour la réalisation d'éléments de construction dans le sol tels que pieux, ancrages injectés, murs souterrains ou similaires

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Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0272473A2 (fr) * 1986-12-24 1988-06-29 Kurt G. Dipl.-Ing. Ross Procédé pour étayer les murs de soutènement
FR2610652A1 (fr) * 1987-02-09 1988-08-12 Soletanche Procede de renforcement d'un pieu tubulaire battu, pieu obtenu par ce procede, dispositif pour mettre en oeuvre le procede
FR2616463A1 (fr) * 1987-06-10 1988-12-16 Soletanche Procede et dispositif pour l'injection de coulis au voisinage des parois d'un pieu tubulaire enfonce dans le sol
WO1990011412A1 (fr) * 1989-03-22 1990-10-04 Iniectojet S.P.A. Procede de formation de piliers de consolidation et de fondation avec armatures incorporees
WO2014194893A3 (fr) * 2013-06-06 2015-05-28 Harald Göttlich Substance durcissable dans la terre pour la fixation durable d'un ancrage dans le sol ou d'un tirant ainsi que procédé pour sa mise en place
EP2998448A1 (fr) * 2014-09-22 2016-03-23 TuTech Innovation GmbH Procédé d'amélioration de la portance de profilés ouverts disposés dans le sol de fondation et système réalisé grâce à ce procédé
CN109736302A (zh) * 2019-02-28 2019-05-10 长江勘测规划设计研究有限责任公司 高压旋喷桩注浆管封堵结构
EP4339376A1 (fr) * 2022-09-16 2024-03-20 BAUER Spezialtiefbau GmbH Procédé de formation d'un pieu de fondation dans le sol

Citations (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB265861A (en) * 1926-08-04 1927-02-17 August Wolfsholz Method of and apparatus for making compressed concrete piles
US3504497A (en) * 1966-07-27 1970-04-07 Lee A Turzillo Method of producing cast-in-place piles or like bodies in a situs
FR1593239A (fr) * 1968-11-18 1970-05-25
US3742717A (en) * 1971-06-30 1973-07-03 G Wey Process for ground consolidation and reinforcement of stressed anchorage piling increasing the load capacity
US3855804A (en) * 1973-01-02 1974-12-24 Dyckerhoff & Widmmann Ag Apparatus and method for distending the distensible body of an earth anchor
CH590370A5 (en) * 1975-04-01 1977-08-15 Stump Bohr Ag Foundation post prodn. process - using injection of freshly mixed concrete material under pressure into hardening on site concrete
GB1514740A (en) * 1976-12-10 1978-06-21 Soil Mech Ltd Methods of and apparatus for introducing grout into incompressible ground structures
GB2083105A (en) * 1980-08-04 1982-03-17 Colgate Stirling Auchincloss A method of (pressurizing and) stabilizing material eg rock
EP0064663A2 (fr) * 1981-05-08 1982-11-17 Leonhard Weiss Bauunternehmung Zweigniederlassung Méthode et tuyau à clapets pour la stabilisation de talus glissants

Patent Citations (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB265861A (en) * 1926-08-04 1927-02-17 August Wolfsholz Method of and apparatus for making compressed concrete piles
US3504497A (en) * 1966-07-27 1970-04-07 Lee A Turzillo Method of producing cast-in-place piles or like bodies in a situs
FR1593239A (fr) * 1968-11-18 1970-05-25
US3742717A (en) * 1971-06-30 1973-07-03 G Wey Process for ground consolidation and reinforcement of stressed anchorage piling increasing the load capacity
US3855804A (en) * 1973-01-02 1974-12-24 Dyckerhoff & Widmmann Ag Apparatus and method for distending the distensible body of an earth anchor
CH590370A5 (en) * 1975-04-01 1977-08-15 Stump Bohr Ag Foundation post prodn. process - using injection of freshly mixed concrete material under pressure into hardening on site concrete
GB1514740A (en) * 1976-12-10 1978-06-21 Soil Mech Ltd Methods of and apparatus for introducing grout into incompressible ground structures
GB2083105A (en) * 1980-08-04 1982-03-17 Colgate Stirling Auchincloss A method of (pressurizing and) stabilizing material eg rock
EP0064663A2 (fr) * 1981-05-08 1982-11-17 Leonhard Weiss Bauunternehmung Zweigniederlassung Méthode et tuyau à clapets pour la stabilisation de talus glissants

Cited By (12)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0272473A2 (fr) * 1986-12-24 1988-06-29 Kurt G. Dipl.-Ing. Ross Procédé pour étayer les murs de soutènement
EP0272473A3 (en) * 1986-12-24 1988-11-30 Kurt G. Dipl.-Ing. Ross Process for supporting retaining walls
FR2610652A1 (fr) * 1987-02-09 1988-08-12 Soletanche Procede de renforcement d'un pieu tubulaire battu, pieu obtenu par ce procede, dispositif pour mettre en oeuvre le procede
FR2616463A1 (fr) * 1987-06-10 1988-12-16 Soletanche Procede et dispositif pour l'injection de coulis au voisinage des parois d'un pieu tubulaire enfonce dans le sol
US4909673A (en) * 1987-06-10 1990-03-20 Societe Anonyme Dite: Soletanche Process and device for the injection of a slurry in the vicinity of the walls of a tubular pile driven into the ground
WO1990011412A1 (fr) * 1989-03-22 1990-10-04 Iniectojet S.P.A. Procede de formation de piliers de consolidation et de fondation avec armatures incorporees
WO2014194893A3 (fr) * 2013-06-06 2015-05-28 Harald Göttlich Substance durcissable dans la terre pour la fixation durable d'un ancrage dans le sol ou d'un tirant ainsi que procédé pour sa mise en place
EP2998448A1 (fr) * 2014-09-22 2016-03-23 TuTech Innovation GmbH Procédé d'amélioration de la portance de profilés ouverts disposés dans le sol de fondation et système réalisé grâce à ce procédé
CN109736302A (zh) * 2019-02-28 2019-05-10 长江勘测规划设计研究有限责任公司 高压旋喷桩注浆管封堵结构
CN109736302B (zh) * 2019-02-28 2023-12-19 长江勘测规划设计研究有限责任公司 高压旋喷桩注浆管封堵结构
EP4339376A1 (fr) * 2022-09-16 2024-03-20 BAUER Spezialtiefbau GmbH Procédé de formation d'un pieu de fondation dans le sol
WO2024056237A1 (fr) * 2022-09-16 2024-03-21 Bauer Spezialtiefbau Gmbh Procédé de formation d'un pieu de fondation dans le sol

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