EP0218987A2 - Méthode pour la mise en place d'un élément de construction au travers d'un rideau de palplanches dans une formation du sol comportant de l'eau sous pression ainsi qu'un dispositif pour la mise en oeuvre de la méthode - Google Patents

Méthode pour la mise en place d'un élément de construction au travers d'un rideau de palplanches dans une formation du sol comportant de l'eau sous pression ainsi qu'un dispositif pour la mise en oeuvre de la méthode Download PDF

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Publication number
EP0218987A2
EP0218987A2 EP86113463A EP86113463A EP0218987A2 EP 0218987 A2 EP0218987 A2 EP 0218987A2 EP 86113463 A EP86113463 A EP 86113463A EP 86113463 A EP86113463 A EP 86113463A EP 0218987 A2 EP0218987 A2 EP 0218987A2
Authority
EP
European Patent Office
Prior art keywords
seal
sheet pile
pile wall
wall
opening
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.)
Withdrawn
Application number
EP86113463A
Other languages
German (de)
English (en)
Other versions
EP0218987A3 (fr
Inventor
Widmann Aktiengesel Dyckerhoff
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.)
Walter Bau AG
Original Assignee
Dyckerhoff and Widmann AG
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 Dyckerhoff and Widmann AG filed Critical Dyckerhoff and Widmann AG
Publication of EP0218987A2 publication Critical patent/EP0218987A2/fr
Publication of EP0218987A3 publication Critical patent/EP0218987A3/fr
Withdrawn legal-status Critical Current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
    • E02D5/74—Means for anchoring structural elements or bulkheads
    • E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor

Definitions

  • the invention relates to a method for setting a rod, wire or tubular installation part, e.g. an anchor rod for a grouting anchor, through a wall, in particular a sheet pile wall into a ground formation with pressurized water, a device being attached to or in the sheet pile wall, which has an opening with a first seal, through this opening a pre-drive pipe with waterproof, lost Tip is driven in watertight, the built-in part is inserted into the pre-drive tube, the pre-drive tube is pulled and the resulting cavity with a grout, for example a hardening material is pressed, a second seal between the pre-drive pipe and the built-in part preventing the escape of pressing water, as well as devices for carrying out this method.
  • a rod, wire or tubular installation part e.g. an anchor rod for a grouting anchor
  • a method and a device of this type for use in concrete slotted walls or the like is known for example from German Offenlegungsschrift 23 54 764.
  • a special bushing is concreted in, which has at least one, preferably two sealing rings.
  • a pre-drive pipe with a waterproof tip is then first driven to the desired depth.
  • the actual built-in part for example a tension member for a compression anchor, is then inserted into the pre-drive tube, a second seal between the anchor tension member and the pre-drive tube preventing pressing water from escaping.
  • the pre-drive pipe is then pulled, the tip of which remains in the ground; at the same time the cavity in the ground is pressed with a hardening material.
  • the sealing ring which is located in the bushing, must be designed so that it is not only so far compared to the pre-drive tube, but after pulling the same against the anchor pulling member seals that escaping the pressing water is reliably prevented.
  • the cross sections of the pre-drive tube and anchor tension member should therefore differ from one another as little as possible.
  • the final seal between the bushing sleeve and the anchor tension member is achieved by a special cylindrical sealing ring which is pressed together by means of an annular disc and a sleeve in the axial direction so far that it finally seals the gap between the bushing sleeve and the anchor tension member.
  • the pre-drive tube is retracted until its end is approximately in the middle of the bushing.
  • the cavity between the anchor tension member and the bushing is then pressed with plastic via a compression line previously concreted into the slot wall.
  • This plastic plug is intended to prevent the pressurized water from escaping when the pre-drive pipe is completely pulled out.
  • the final sealing is again carried out by a cylindrical sealing ring, which is pressed together in the axial direction with the help of an annular disc and a sleeve so that it finally seals the space between the bushing and the anchor tension member.
  • the invention is based on the object of specifying a method which is suitable for all types of walls, but in particular for steel sheet piling, and in which provides greater security against a possible escape of pressurized water.
  • this object is achieved procedurally by first reinforcing the sheet pile, then assembling the device with the first seal and making the opening in the sheet pile so that the grout, e.g. Hardening material is formed to form a grouting body up to a third seal, which is effectively in front of the second seal and that finally the cavity between the third seal and the sheet pile wall also with grout, e.g. with hardening material, is pressed.
  • the grout e.g. Hardening material
  • hardening material is injected behind it to reinforce the sheet pile wall, which material forms a plug that acts as a third seal.
  • an opening can be created in the sheet pile wall and a base plate provided with an opening and a circumferential seal can be mounted on or in this opening as the first seal.
  • the stopper not only forms a reinforcement of the sheet pile wall, but also forms a seal, so that the sheet pile wall can then be easily drilled through. If the plug is then also pierced, the sealing against the pressurized water is brought about by the base plate, which forms a kind of gland.
  • the base plate which forms a kind of gland.
  • a drilling lock is attached to the wall, which consists of a base plate with a connecting pipe piece, a gate valve and a stuffing box as the first seal; Then the sheet pile wall is pierced by means of a waterproof core drill pipe, which is guided through the stuffing box.After its retraction until the pilot pipe is inserted, the gate valve prevents water from escaping, and finally, with the installation part as a third seal, an activatable seal is installed, which after pulling the pilot pipe is activated and the borehole seals against the connecting pipe piece.
  • the gate valve and the gland can be dismantled and replaced by anchoring of the installation part acting against an anchor plate.
  • the final third seal is an activatable seal that can be installed with the installation part and activated later.
  • the compression body can be brought up to this seal directly.
  • Such a device suitable for carrying out the first method variant consists of a base plate to be fastened to the sheet pile wall in a watertight manner, with an opening surrounded by a circumferential seal in the manner of a stuffing box.
  • This base plate can have at least one valve for pressing in hardening material.
  • a device which is made possible by a drill sluice which is to be watertightly fastened to the sheet pile wall and consists of a base plate with an opening to which a connecting pipe piece, a gate valve and a stuffing box are attached and between the gate valve and the stuffing box a centerable bearing for a core drill pipe may be arranged.
  • an activatable seal is expediently fastened on the mounting part as a third seal, which lies in the lowered state of the mounting part in the region of the connecting pipe, while openings are provided in the activatable seal for the tight passage of a compression line and, if appropriate, a post-compression line and the associated ventilation openings .
  • a sealing plate is expediently placed tightly on the built-in part as a second seal, which seals against the inner wall of the pre-drive pipe and in which openings are provided for the sealed passage of a compression line and optionally a post-compression line and ventilation openings.
  • This sealing plate has on its outer circumference a sealing ring inserted into a circumferential groove. The ventilation openings can be closable.
  • a suitable device in the form of a working chamber designed as a watertight room cell for carrying out and continuing work even under water is distinguished by a room cell which can be lowered into the water and can be connected tightly to the sheet pile wall and which has a working opening in the outer wall facing the sheet pile wall, whereby at least one circumferential seal made of elastic material is arranged around this working opening and the profile of the outer wall of the room cell facing the sheet pile wall and the seals are adapted to the profile of the sheet pile wall.
  • seals arranged parallel to one another are expediently provided and the intermediate space formed between them can be drained.
  • the seals themselves can be arranged on a sealing frame which can be attached to the outer wall of the room cell in a watertight manner, enclosing the working opening. This creates the prerequisite for the seal to be adaptable to different sheet piling profiles.
  • the working opening can be closed watertight from the inside by a closure plate.
  • the room cell itself can be attached to a hanging device and ballasted. It can also be provided with pressing devices for positioning against the sheet pile wall. Two pressure devices are expediently provided on the ceiling and on the floor of the room cell. Each pressing device can have a support with holding device which can be displaced in the horizontal direction parallel to the sheet pile wall and which can be moved against the sheet pile wall by means of stamping.
  • a standpipe In order to make the room cell accessible for personnel and to load it with material, it is expediently provided with a standpipe, the entrance opening of which extends above the water level.
  • FIGS. 1 and 2 show in a schematic cross section a ground formation 14 held by a sheet pile wall 1 and having a high groundwater level 3, which is to be secured by compression anchors. The measures required for this must therefore be carried out against the water pressure prevailing in the soil formation.
  • Injection openings 7 are first drilled into the sheet pile wall 1 to be secured and a sealing plug 2 is produced by injecting the bottom formation 14 behind the sheet pile wall 1, for example by means of cement mortar.
  • This sealing plug 2 on the one hand reinforces the sheet pile wall and at the same time has a sealing function.
  • the sheet pile wall 1 can then be opened.
  • a steel one is then inserted into the opening
  • Base plate 5 used and connected watertight to the sheet pile 1, for example by welding.
  • the base plate 5 has a central through opening which is provided with a circumferential sealing ring 6.
  • the base plate 5 can also be placed on the sheet pile wall 1.
  • a pre-drive device 18 is then attached to the base plate 5 with a linkage 19.
  • a pre-drive pipe 8 with a watertight tip 9 is driven through the through opening in the base plate 5 in shots into the bottom formation 14; the sealing ring 6 lies against the feed pipe 8 and thus forms a first seal acting in the manner of a stuffing box.
  • an installation part for example an anchor rod 10
  • the anchor rod 10 carries a claw device 11 at its end on the earth side.
  • a sealing plate 12 is fastened on the anchor rod 10 at its air-side end, that is to say at a point which comes to lie just behind the base plate 5 in the lowered position.
  • This sealing plate 12 which is shown in FIGS. 9 and 10 on a larger scale, seals the anchor rod 10 from the pre-drive pipe 8; it forms a second seal.
  • a compression line 13 and a post-compression line 15 with the corresponding ventilation openings or lines extend through the sealing plate 12 to the anchor base in a watertight manner.
  • the pre-drive pipe 8 is now filled through the pressing line 13 to the sealing plate 12 with a hardening material, for example cement mortar. Thereafter, the pre-drive pipe 8 is first pulled only a short distance; the drill tip 9 remains in the ground while the claw device 11 is fixed in the ground. Under constant Subsequent pressing of hardening material, the pre-drive pipe 8 is then continuously withdrawn until its end is just before the sealing plate 12; this creates a compression body 17 surrounding the anchor rod 10, which extends into the sealing plug 2.
  • a hardening material for example cement mortar
  • the pre-drive pipe 8 can be pulled out completely.
  • the compression line 13 and the associated vent line are cut; the repressing line 15 and the associated vent line are exposed.
  • the grouting line 15 can be grouted with cement paste; Thereafter, the repressing line 15 and the vent line on the anchor head can also be cut and the sealing plate 12 can be removed.
  • a cross member 16 is finally placed on the base plate 5 and fastened watertight to the sheet pile wall 1 or the base plate 5.
  • the anchor rod 10 can then be tensioned and anchored by means of an anchor nut 23 together with a washer 24.
  • the anchor rod 10 consists of a steel rod with hot-rolled, helically extending and part-threading force transmission ribs 20.
  • the sealing plate 12 is provided with a corresponding internal thread so that it can be fixed at a certain point on the anchor rod 10 by screwing it onto it. This fixation must be with play as little as possible and be waterproof.
  • an annular seal 25 which seals against the inner wall of the pre-drive tube 8, without impeding the longitudinal movement necessary to pull the pre-drive tube.
  • the sealing plate 12 has four through openings 26, 27, 28 and 29.
  • the through openings 26 and 28 receive the pressing line 13 and a subsequent pressing line 15.
  • the two other through openings 27 and 29 serve as ventilation openings and are equipped for this purpose with closures - not shown in the drawing - which are only opened during pressing.
  • a type of drill sluice is attached to the sheet pile wall 1 in a watertight manner and has a base plate 5 on which a connecting pipe 35 and a cross member 36 are attached with an inclination corresponding to the later installation direction of the anchor.
  • the base plate 5 'with the connecting pipe 35 and the cross member 36 are expediently connected to each other beforehand and attached to the sheet pile as a whole.
  • a gate valve 37 is mounted on the flange of the connecting pipe 35; on the gate valve 37 follows a radially adjustable bearing 38 for a core drill 40 and on this a stuffing box 6 'as the first seal.
  • Fig. 3 shows the state in which a core drill pipe 40 is introduced through the stuffing box 6 'with the gate valve 37 open in order to pierce the sheet pile wall 1.
  • the stuffing box 6 ' causes the seal against external water.
  • the core drill pipe 40 After drilling through the sheet pile wall 1, the core drill pipe 40 is pulled back into the gland 6 ', so that the gate valve 37 can be closed while the first seal is still effective (FIG. 4). The core drill pipe 40 is then exchanged for a pre-drive pipe 8 with a waterproof drill bit 9 (FIG. 5). After adjusting the stuffing box 6 'to the diameter of the pre-drive pipe 8, the slide 37 is opened again. The pre-drive pipe 8 can then be inserted in shots.
  • an anchor rod 10 is inserted into the pre-drive tube 8, which in turn carries a claw device 11 at the earth end.
  • a sealing plate 12 is in turn attached to the anchor rod 10, as it is in connection with FIGS 1 and 2 and 9 and 10 have already been described.
  • the sealing plate 12 seals as a second seal the annular space between anchor rod 10 and pre-drive pipe 8 against pressurized water (Fig. 6).
  • an activatable seal 2 ' With a connection (not shown) for a pressure medium, initially in the non-activated state.
  • This seal 2 ' is attached to the anchor rod 10 watertight. In it there are through openings for the pressing and post-pressing lines 13 and 15 and ventilation openings (Fig. 6).
  • the pre-drive pipe 8 is again filled with hardening material and initially only retracted briefly, so that the drill bit 9 remains in the ground and the claw device 11 is fixed in the ground.
  • the anchor rod 10 is thereby Holding rod 19 of the drill held (Fig. 7).
  • the pre-drive pipe 8 is then continuously withdrawn until its end is just in front of the sealing plate 12; this creates a pressing body 17 surrounding the anchor rod 10.
  • the activatable seal 2 ' which can be designed, for example, like a packer, is activated by introducing a pressure medium.
  • the pre-drive pipe 8 can be pulled completely and the remaining cavity can be injected with a hardening material 22.
  • the pressing body 17 can be repressed through the activated seal 2 '.
  • this working chamber consists of a room cell 52 which is brought into position in front of the sheet pile wall 1 by means of a hanging device 56.
  • the room cell 52 has a working opening 53 in the end wall 60 facing the sheet pile wall 1.
  • the working opening 53 is closed inwards in a watertight manner by a closure plate 73.
  • the watertight connection of the room cell 52 to the sheet pile wall 1 takes place by means of a sealing frame 54 which is attached to the end wall 60 of the room cell from the outside.
  • the room cell 52 has two side walls 61 and 62, a ceiling 63, a floor 64 and a rear wall 65. Access to the room cell 52 is provided for personnel and material by a standpipe 59 attached to the ceiling 63, the entry opening 55 above of the water level 4. Pressing devices 57 in the area of the ceiling 63 and the floor 64 of the room cell 52 make contact with the sheet pile wall 1. A possibility is provided below the floor 64 for attaching ballast 58.
  • the closable working opening 53 in the end wall 60 is encircled by a profile sheet 71 with a U-shaped cross section (FIGS. 13 and 14).
  • the sealing plate 73 bears against the inward-pointing leg of this sheet metal 71 with the interposition of a seal and the sealing frame 54 also lies against the outward-pointing leg with the interposition of a gasket.
  • a pressure relief valve 77 and a slide 78 are provided in the closing plate 73.
  • the sealing frame 54 consists of a base plate 70 which carries two circumferential, deformable sealing strands 68 and 69 made of elastic material, such as rubber, plastic or the like.
  • the profile of the base plate 70 and thus also the profile of the circumferential seals 68, 69 is adapted to the profile of the sheet pile wall 1.
  • the attachment frame 54 can be exchanged depending on the sheet piling profile. So that the water between the seals 68 and 69 when docking the room cell need not be compressed, pressure relief valves 76 are provided.
  • the pressing devices 57 provided in the area of the floor 64 and ceiling 63 of the room cell 52 can be seen. They each consist of a support 81, which is displaceable in the horizontal direction parallel to the sheet pile wall and held by a supporting structure 84, on which holding plates 82 which are adapted to the profile of the sheet pile wall 1 are fastened. These holding plates 82 are connected to an abutment 83 on the room cell 52 by means of a punch 85 which can be adjusted at right angles to the sheet pile wall 1.
  • the room cell 52 To dock the room cell 52 to the sheet pile wall 1, it is first lowered by means of the holding device 56 and adjusted in height and parallel to the sheet pile wall 1 into its desired position. The room cell is adjusted at right angles to the sheet pile wall by means of the stamp 85 and the holding plate 82 until the seals 68 and 69 touch the sheet pile wall 1.
  • the primary docking of the room cell 52 to the sheet pile wall 1 is then effected with the aid of the pressing devices 57.
  • a holding force is applied via the holding plate 82 after its contact with the sheet pile wall.
  • the carrier 81 which can be moved parallel to the sheet pile wall, can be connected by the variable-length punch 85 to the abutment 83 on the space cell 52 and this can be moved in the direction of the sheet pile wall.
  • the slide 78 is in the closure plate 73 suddenly opened.
  • the water pressure on the end wall 60 of the room cell 52 is briefly lower than on the rear wall 65, as a result of which the room cell 52 is pressed against the sheet pile wall.
  • the seals 68, 69 lie fully against the sheet pile wall 1; the excess water between the seals 68 and 69 escapes through the pressure relief valves 76 and 77.
  • a compressor which is connected to the space between the circumferential seals 68, 69, generates a negative pressure so that water which has passed through the outer seal 68 due to any leaks is sucked off and no water can flow into the working opening 53.
  • the inner closing plate 73 is now removed. This opens the working opening 53 so that work can be carried out on the sheet pile wall.
  • the opening 53 is closed again by the closure plate 73.
  • the pressure relief valves 76 water is pressed into the intermediate space between the seals 68 and 69, as a result of which the room cell 52 is released from the sheet pile wall 1 again.
  • the pressing device 57 is out of operation.
  • the room cell 52 is then recovered with the aid of the hanging device 56 and can be brought to another place of use.

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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)
  • Bulkheads Adapted To Foundation Construction (AREA)
  • Piles And Underground Anchors (AREA)
EP86113463A 1985-10-03 1986-10-01 Méthode pour la mise en place d'un élément de construction au travers d'un rideau de palplanches dans une formation du sol comportant de l'eau sous pression ainsi qu'un dispositif pour la mise en oeuvre de la méthode Withdrawn EP0218987A3 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
DE3535320 1985-10-03
DE19853535320 DE3535320A1 (de) 1985-10-03 1985-10-03 Verfahren und vorrichtung zum setzen eines stab-, draht- oder rohrfoermigen einbauteils in eine bodenformation mit drueckendem wasser

Publications (2)

Publication Number Publication Date
EP0218987A2 true EP0218987A2 (fr) 1987-04-22
EP0218987A3 EP0218987A3 (fr) 1988-01-13

Family

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Family Applications (1)

Application Number Title Priority Date Filing Date
EP86113463A Withdrawn EP0218987A3 (fr) 1985-10-03 1986-10-01 Méthode pour la mise en place d'un élément de construction au travers d'un rideau de palplanches dans une formation du sol comportant de l'eau sous pression ainsi qu'un dispositif pour la mise en oeuvre de la méthode

Country Status (3)

Country Link
EP (1) EP0218987A3 (fr)
JP (1) JPS6286226A (fr)
DE (1) DE3535320A1 (fr)

Cited By (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0290941A1 (fr) * 1987-05-14 1988-11-17 Kurt G. Dipl.-Ing. Ross Méthode pour protéger des murs de soutènement
EP0341568A2 (fr) * 1988-05-11 1989-11-15 Tgb Technogrundbau Gmbh Méthode pour appuyer une tête d'ancrage d'un tirant à injection tendu sur un appui ainsi qu'un tirant à injection pour appliquer cette méthode
EP0360221A2 (fr) * 1988-09-20 1990-03-28 Tgb Technogrundbau Gmbh Procédé et dispositif pour réaliser un ancrage scellé dans un terrain adjacent à une paroi, en particulier en palplanches, immergée
EP0410304A2 (fr) * 1989-07-28 1991-01-30 KELLER GRUNDBAU GmbH Dispositif pour l'injection de suspension
DE9409363U1 (de) * 1994-06-09 1994-08-04 Bilfinger + Berger Bauaktiengesellschaft, 68165 Mannheim Abgedichtete Ankerdurchführung für Verbauwände
DE4316097A1 (de) * 1993-05-13 1994-11-17 Bauer Spezialtiefbau Verfahren und Vorrichtung zum Setzen eines Injektionsankers
ITBL20090009A1 (it) * 2009-04-08 2010-10-09 Francesco Facchinato Sistema di sostegno e consolidamento di opere e terreni, per vibroinfissione di elementi coassiali
CN101705788B (zh) * 2009-08-31 2011-09-21 上海强劲地基工程股份有限公司 一种防喷塞掩护斜向钻孔的施工方法
EP3628781A1 (fr) * 2018-09-26 2020-04-01 BAUER Spezialtiefbau GmbH Procédé de fabrication d'une injection d'ancrage et automate de compression correspondant

Families Citing this family (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH01198920A (ja) * 1988-02-03 1989-08-10 Shimizu Corp アースアンカーによる水中土留め壁の補強方法
DE4226655C2 (de) * 1992-08-12 1996-12-05 Zueblin Ag Verfahren zur Sicherung von Baugrubenwänden durch Setzen von spannbaren Erdankern
DE19527608C2 (de) * 1995-07-28 1999-02-11 Bauer Spezialtiefbau Unterwasser-Verbundpfähle
JP5037276B2 (ja) * 2007-09-14 2012-09-26 日本基礎技術株式会社 アースアンカー工法およびこのアースアンカー工法に用いる止水装置
JP6209461B2 (ja) * 2014-01-31 2017-10-04 孝幸 阿部 地盤アンカー締付け装置の復元工法
CN104074190B (zh) * 2014-06-16 2016-10-05 成都四海岩土工程有限公司 一种二次高压注浆扩大头锚杆及施工方法
CN106480888B (zh) * 2016-09-19 2019-05-14 华南理工大学 一种锚索减压式慢速沉淀注浆的施工方法
CN106351121A (zh) * 2016-11-01 2017-01-25 中国科学院武汉岩土力学研究所 一种悬索桥墩台式预应力锚碇

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3665717A (en) * 1971-01-14 1972-05-30 Soil Sampling Service Inc Method and apparatus for installing elongated rods in unstable earth formations
US3849996A (en) * 1974-01-02 1974-11-26 Us Navy Method and apparatus for positioning a cofferdam
FR2335319A1 (fr) * 1975-12-19 1977-07-15 Intrafor Cofor Procede et dispositif d'injection d'un coulis dans une gaine de cable ou de tirant precontraint de grande longueur

Family Cites Families (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
FR778034A (fr) * 1933-07-14 1935-03-07 Procédé et dispositif pour l'exécution de travaux au-dessous du niveau de l'eau
DE693011C (de) * 1935-11-13 1940-07-01 Dortmund Hoerder Huettenver Ak Vorsetzkasten
NL6514291A (fr) * 1965-01-30 1966-08-01
DE2707238C3 (de) * 1977-02-19 1979-07-12 Dyckerhoff & Widmann Ag, 8000 Muenchen Korrosionsgeschütztes Zugglied für einen vorspannbaren Anker im Festgestein
BE887709A (fr) * 1981-02-27 1981-06-15 Camar P V B A Werkwijze en machine voor het aanbrengen van een element doorheen een muur onder de bescherming van een sas
DE3200717C2 (de) * 1982-01-13 1984-01-19 Brückner Grundbau GmbH, 4300 Essen Verfahren und Vorrichtung zum wasserdichten Durchführen zumindest eines stangenartigen Einbauteils, insbesondere eines Verpreßankers mit einem oder mehreren Spanngliedern, durch eine wasserrückhaltende Baugrubenwand

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3665717A (en) * 1971-01-14 1972-05-30 Soil Sampling Service Inc Method and apparatus for installing elongated rods in unstable earth formations
US3849996A (en) * 1974-01-02 1974-11-26 Us Navy Method and apparatus for positioning a cofferdam
FR2335319A1 (fr) * 1975-12-19 1977-07-15 Intrafor Cofor Procede et dispositif d'injection d'un coulis dans une gaine de cable ou de tirant precontraint de grande longueur

Cited By (14)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0290941A1 (fr) * 1987-05-14 1988-11-17 Kurt G. Dipl.-Ing. Ross Méthode pour protéger des murs de soutènement
EP0341568A2 (fr) * 1988-05-11 1989-11-15 Tgb Technogrundbau Gmbh Méthode pour appuyer une tête d'ancrage d'un tirant à injection tendu sur un appui ainsi qu'un tirant à injection pour appliquer cette méthode
EP0341568A3 (en) * 1988-05-11 1989-12-20 Tgb Technogrundbau Gmbh Method for supporting an anchorage head of a tensioned injection anchor on a support, and an injection anchor for applying this method
EP0360221A2 (fr) * 1988-09-20 1990-03-28 Tgb Technogrundbau Gmbh Procédé et dispositif pour réaliser un ancrage scellé dans un terrain adjacent à une paroi, en particulier en palplanches, immergée
EP0360221A3 (en) * 1988-09-20 1990-10-31 Tgb Technogrundbau Gmbh Method and apparatus for making a sealed anchor in a soil area bordered by an immersed wall, especially a sheet piling wall
EP0410304A3 (en) * 1989-07-28 1992-04-08 Keller Grundbau Gmbh Method and device for injecting a suspension
EP0410304A2 (fr) * 1989-07-28 1991-01-30 KELLER GRUNDBAU GmbH Dispositif pour l'injection de suspension
DE4316097A1 (de) * 1993-05-13 1994-11-17 Bauer Spezialtiefbau Verfahren und Vorrichtung zum Setzen eines Injektionsankers
DE9409363U1 (de) * 1994-06-09 1994-08-04 Bilfinger + Berger Bauaktiengesellschaft, 68165 Mannheim Abgedichtete Ankerdurchführung für Verbauwände
ITBL20090009A1 (it) * 2009-04-08 2010-10-09 Francesco Facchinato Sistema di sostegno e consolidamento di opere e terreni, per vibroinfissione di elementi coassiali
CN101705788B (zh) * 2009-08-31 2011-09-21 上海强劲地基工程股份有限公司 一种防喷塞掩护斜向钻孔的施工方法
EP3628781A1 (fr) * 2018-09-26 2020-04-01 BAUER Spezialtiefbau GmbH Procédé de fabrication d'une injection d'ancrage et automate de compression correspondant
WO2020064208A1 (fr) * 2018-09-26 2020-04-02 Bauer Spezialtiefbau Gmbh Procédé pour fabriquer un tirant d'ancrage injecté dans le sol et dispositif de post-compression automatique pour celui-ci
US11993910B2 (en) 2018-09-26 2024-05-28 Bauer Spezialtiefbau Gmbh Method for producing an injection anchor in the ground and automatic post-grouting machine for the same

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EP0218987A3 (fr) 1988-01-13
JPS6286226A (ja) 1987-04-20
DE3535320A1 (de) 1987-04-09

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