EP2964837B1 - Verfahren zur herstellung einer schlitzwand und nach diesem verfahren hergestellte schlitzwand - Google Patents

Verfahren zur herstellung einer schlitzwand und nach diesem verfahren hergestellte schlitzwand Download PDF

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Publication number
EP2964837B1
EP2964837B1 EP14713196.5A EP14713196A EP2964837B1 EP 2964837 B1 EP2964837 B1 EP 2964837B1 EP 14713196 A EP14713196 A EP 14713196A EP 2964837 B1 EP2964837 B1 EP 2964837B1
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EP
European Patent Office
Prior art keywords
cable
anchor tube
tube
lower portion
excavation
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EP14713196.5A
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English (en)
French (fr)
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EP2964837A1 (de
Inventor
Erik Mellier
Thierry JEANMAIRE
Memphis LOYGUE
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Soletanche Freyssinet SA
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Soletanche Freyssinet SA
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Publication of EP2964837A1 publication Critical patent/EP2964837A1/de
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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
    • E02D5/18—Bulkheads or similar walls made solely of concrete in situ
    • E02D5/187—Bulkheads or similar walls made solely of concrete in situ the bulkheads or walls being made continuously, e.g. excavating and constructing bulkheads or walls in the same process, without joints
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D11/00—Methods or apparatus specially adapted for both placing and removing sheet pile bulkheads, piles, or mould-pipes
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/13—Foundation slots or slits; Implements for making these slots or slits
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/20—Securing of slopes or inclines
    • E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles

Definitions

  • the present invention relates to the field of special works in the soil.
  • the present invention relates to a molded wall and a method of producing such a wall.
  • molded wall means a concrete structure, in particular a wall, generally but not necessarily made of reinforced concrete, molded directly into the ground.
  • Molded walls have been well known for a long time. Their production method is always substantially identical: A profile excavation corresponding to that of the wall that one wishes to obtain is formed in the ground. The stability of the excavation during the drilling operation is obtained by filling it with a liquid called "sludge", usually based on bentonite. This mud forms on the walls of the excavation a tight deposit which allows it not to percolate in the ground and prevents the landslide walls. When the depth of the excavation has reached the desired level, the excavation is progressively filled with concrete, starting below the mud, in the bottom of the excavation.
  • sludge usually based on bentonite.
  • a molded wall is, in use, subjected to loads and in particular tensile forces, which can cause cracking, and in the most serious cases, breaking concrete.
  • the structure may become deformed, threatening the integrity of the terraced structures.
  • An object of the invention is therefore to provide a molded wall having, at equal dimensions, an increased resistance to cracking.
  • the invention also aims to provide a method of producing such a molded wall.
  • a prestressing cable is anchored, by its lower portion, directly inside the concrete panel of the molded wall.
  • the prestressing forces minimises the deformations of the diaphragm wall, thus preserving the integrity of the adjoining structures.
  • the prestressing may be eccentric, so as to compress more particularly the face or faces of the structure subjected (s) tensile forces.
  • the tube used in the present invention should be understood as any hollow and elongated member. It is not necessarily cylindrical.
  • the nominal diameter of the tube may correspond, for example, to its minimum external diameter.
  • the tube has any shape allowing a good circulation of the surrounding fluids, in particular drilling mud as it rises towards the opening of the excavation and concrete during the concreting operation.
  • the tube does not necessarily consist of a single rectilinear section. In some cases, it may consist of a plurality of substantially straight parallel sections connected together by portions of bends. Thanks to these arrangements, it is for example possible to offset the prestressing on a limited height of the wall.
  • the anchoring tube comprises a plurality of annular beads formed at its periphery.
  • the anchor tube has a nominal diameter and, locally at its annular beads, a diameter greater than said nominal diameter.
  • the anchoring tube is composed of a plurality of cylindrical segments of diameter substantially equal to the nominal diameter, interspersed with annular beads of diameter greater than said nominal diameter.
  • the beads are formed along the lower portion of the anchoring tube, that is to say on the portion of the tube on which is fixed the lower portion of the cable.
  • the beads are distributed over a limited length of the anchoring tube, in particular over a length not exceeding one third, preferably one fifth, of the total length of the anchoring tube.
  • the beads are arranged one above the other and have the same diameter.
  • the inner wall of the lower portion of the anchoring tube forms a plurality of annular cavities arranged one above the other.
  • the beads improve the adhesion between the tube and the concrete. During the tensioning of the cable, they participate in the recovery of traction forces. Once the cable is locked under tension, they participate in the distribution of compression forces in the concrete panel.
  • the outer diameter of the tube at the beads is greater than 1.05 times the nominal diameter of the tube.
  • the outer diameter of the tube at the beads is limited to prevent the formation, between two adjacent beads, of "dead zones" where drilling mud may remain trapped during the concreting operation.
  • the external diameter of the tube at the level of the beads does not exceed 1.3 times the nominal diameter of the tube.
  • the limited radial height of the protuberances makes it possible to ensure good circulation of the concrete during concreting. Concrete can easily access all areas of the excavation to replace the drilling mud.
  • the outer diameter of the tube at the beads is between 1.1 and 1.3 times, more preferably between 1.15 and 1.25 times, its nominal diameter.
  • the beads have any shape and all dimensions adapted to ensure the good flow of the sludge and concrete during the concreting operation.
  • the angle formed at each lower or upper end point of a bead, between the outer surface of the tube adjacent to said end and the tangent to the bead at the end point is greater than at 90 °, preferably at 120 ° and even more preferably at 135 °.
  • Molded walls are most often made of reinforced concrete.
  • the anchoring tube is fixed to a reinforcement cage before introducing it into the excavation together with said reinforcing cage.
  • the tube can thus be positioned precisely inside the excavation and, ultimately, inside the concrete panel of the molded wall.
  • a lower portion of the cable is attached to a lower portion of the anchoring tube.
  • these two elements are secured to one another directly or indirectly via a connecting element which may be, in particular, a sealing material.
  • At least the lower portion of the anchoring tube is filled with a sealing material, so that the lower portion of the cable is coated with said sealing material.
  • the portion of tube filled with sealing material forms an anchoring section of sufficient length to take up the tensile forces applied to the cable. These traction forces are transmitted to the concrete by adhesion and possibly, in addition, by the beads provided at the periphery of the tube.
  • the remaining height of the anchor tube is filled with a filler material, which may be the sealing material contained in the lower portion of the tube or a different material.
  • the cable is advantageously sheathed between its lower portion and the upper end of the concrete panel. When the cable is stretched, it deforms, stretches. The sheathing allows relative movement of the cable relative to the concrete board. When the cable is tensioned, it slides in the cladding, without degrading the filler material that surrounds it.
  • the cable is made up of a plurality of strands.
  • the present invention also relates to a prestressed molded wall in a soil, obtained by the implementation of the method defined above.
  • the cable can be placed and / or fixed inside the anchoring tube indifferently before the production of the structure of crowning - before or after concreting the concrete board - or after the crowning structure is completed.
  • the anchoring tube is positioned so that its upper end is flush with the upper face of the cap structure.
  • the upper end of the tube is sealingly coupled to a hollow extension member, positioned so that its upper end is flush with the upper face of the cap structure.
  • the hollow extension member may for example be an anchor trumpet commonly referred to as "tromplaque”.
  • the molded wall further comprises a reinforcement cage embedded in the concrete panel, the anchoring tube being integral with the reinforcing cage.
  • the anchoring tube may comprise a plurality of annular beads formed at its periphery.
  • the annular beads are formed along the lower portion of the anchoring tube, that is to say on the portion of the tube on which is fixed the lower portion of the cable.
  • the anchoring system of the cable is configured to secure the upper portion of the cable to the upper portion of the concrete panel, and in particular to the upper face of said panel.
  • a sealing material may fill at least the lower portion of the anchor tube and coat at least the lower portion of the cable.
  • the remaining height of the anchoring tube is filled with a filling material, in particular said sealing material filling the lower portion of the anchoring tube.
  • the filler material may also be a material different from the sealing material.
  • the cable can be sheathed between its lower portion and the upper end of the concrete panel.
  • the anchoring system of the cable is located outside the concrete panel, now tensioning the cable and securing its upper portion to the upper face of the concrete panel.
  • Such an anchoring system typically comprises a cable locking device comprising in particular a key system, and possibly a support plate for this device, intended to distribute the stresses and to avoid, in particular, the concentration of stresses at the right of the cable locking device.
  • the present invention relates to a prestressed retaining assembly comprising a molded wall as defined above, and a crown structure covering said molded wall, the cable passing through said cap structure and the anchoring system of the cable being integral with the upper portion of said structure.
  • the anchoring system of the cable bears against the upper face of the crown structure.
  • a first step of the method of producing a molded wall 10 according to an exemplary implementation of the invention is illustrated on the figure 1 .
  • the excavation 12 consists in producing, in the ground S, an excavation 12 of elongate shape, marking the future location of the diaphragm wall 10.
  • the excavation 12 is hollowed out vertically. It comprises two longitudinal walls 16a, 16b of length L spaced apart by a distance constant I.
  • the height H of the excavation is a function of the total height desired for the wall 10.
  • various tools may be employed to dig the excavation 12, for example a hydro-dredge 15 as illustrated in FIG. figure 1 or a skip, a bucket on Kelly, etc.
  • the excavation 12 is filled, during drilling, with a sludge 14 generally based on bentonite.
  • the molded wall 10 is made of reinforced concrete.
  • a reinforcement cage 18 is provided, adapted to be housed in the excavation 12.
  • the dimensions of the reinforcement cage 18 are chosen so that once positioned in the excavation 12, its lateral faces and its bottom are positioned parallel to the walls of the excavation 12 and at a sufficient distance from them for the end plates of the cage 18 can be correctly coated during concreting of the excavation 12.
  • the reinforcement cage 18 is held vertically by lines 22 of a hoist 20 cooperating with lifting loops 24 provided at the upper end of the cage 18.
  • tubes anchoring tubes 30
  • the tubes 30 are fixed on the cage 18, so as to extend parallel to the side walls of the excavation 12 once inside it. In the example, the tubes 30 are therefore placed parallel to each other, vertically.
  • the tubes 30 are aligned with a median plane of the excavation, parallel to the longitudinal walls 16a, 16b.
  • the upper and lower adjectives are used with reference to the drilling direction of the excavation or the direction of insertion of the tube into the excavation, the tube being introduced by its lower end, with its upper end facing the entrance of the excavation 12.
  • the tube 30 is metallic.
  • it comprises an upper portion 32 of constant diameter and having a smooth outer surface, and a lower portion 34 annealed.
  • lower portion of an element in particular a tube 30 of axis A, is generally meant a portion located on its lower half, in its longitudinal direction.
  • the annular portion 34 extends to the lower end 36 of the tube 30.
  • the tube 30 may comprise, in the vicinity of its lower end 36, a smooth portion, c that is to say, not annealed.
  • the corrugated portion will begin, in this case, at a distance from the lower end 36 of the tube 30.
  • the length LA of the corrugated portion 34 here represents less than one third of the total length LT of the tube 30. Preferably, it represents less than one fifth of the total length LT of the tube.
  • the nominal diameter D of the tube 30 is defined as being, for example, the diameter of the tube 30 over its non-corrugated portion, here its upper portion 32. It may also be considered, particularly in cases where the tube 30 is corrugated over its entire length, the nominal diameter D of the tube 30 corresponds to its smaller diameter.
  • the tube 30 comprises, on its lower portion 34, a plurality of annular protuberances or beads 40. Locally, at each of these beads 40, the tube 30 has a larger diameter than the nominal diameter D of the tube 30, in particular a diameter enter 1.1 and 1.3 times, preferably between 1.15 and 1.25 times, its nominal diameter D.
  • the beads 40 are arranged one above the other and the diameter of the tube 30 is identical at the level of each bead 40.
  • this configuration is obtained by locally heating the tube 30 and then applying an axial compressive force, causing its buckling.
  • the tube 30 is closed at its lower end 36 and open at its upper end 38.
  • the length LT of the tube 30 is a function of the height of the molded wall to be made and therefore the height of the excavation 12. Preferably, it is chosen so that the lower end 36 of the tube 30 is located at a distance Lr non-zero, the bottom of the excavation 12. Depending on the case, the distance Lr may be relatively small (typically a few tens of centimeters) or more significant (for example in the case of a wall having a substantially hydraulic function in its part bass, and a support function only in its upper part).
  • the tubes 30 are filled with a holding liquid 44, usually water, and then their upper end 38 is plugged with a plug 46.
  • the reinforcement cage 18 and the tubes 30 integral with this cage 18 are finally introduced into the excavation 12, progressively, by means of the lifting apparatus 20.
  • the reinforcement cage 18 remains at a distance from the bottom and the walls of the excavation 12.
  • the concrete 50 is poured, starting under the bentonite sludge 14, at the lower end of the excavation 12, with the aid of a dip tube 21.
  • the concrete 50 progressively coats the reinforcements of the 18 and the tubes 30, and forms a concrete panel 52.
  • the ratio of diameter to thickness D / e of the tubes is chosen to prevent their buckling under the pressure of the concrete and to ensure the quality of the adhesion between the concrete and the tubes.
  • the cable 60 consists of a plurality of parallel strands 62 distributed along a longitudinal axis X.
  • a central portion 64 of the cable called "free portion” is sheathed and greased, generally each strand 62 is surrounded by a sheath 58 and greased inside this sheath 58.
  • the strands 62 are bare and not greased on a lower portion 66 and on an upper portion 68 of the cable 60 located on either side of said central portion 64.
  • the strands 62 are locally spaced from each other by means of a spacer 70, on the lower end portion 66 of the cable 60.
  • the spacing of the strands 62 is illustrated in more detail on the Figures 5A and 5C .
  • the cable 60 is positioned longitudinally inside the tube 30.
  • the lower portion 66 of the cable 60 is positioned facing the lower portion 34 of the tube 30 comprising the beads 40.
  • the strands 62 are unsheathed, ungreased , but spread locally using spacers 70.
  • a sealing material 72 is introduced into the lower portion 34 of the tube 30.
  • this ninth step can be inverted with the eighth step.
  • the sealing material can be introduced into the tube before the cable is positioned therein.
  • the sealing material 72 is, for example, a grout, in particular a grout of cement, and in particular such a grout characterized by a cement to water ratio, in mass, greater than 2. It will also be possible to use, in place of the grout , a resin, or any other sealing material adapted to ensure good anchoring of the cable 60.
  • the strands 62 are exposed at the lower portion 66 of the tube 60 allows good adhesion to the sealing material 72.
  • the spacing of the strands 62 increases their surface area. contact with the sealing material 72, and further improve the adhesion.
  • the lower portion 66 of the cable 60 is thus fixed to the tube 30.
  • the sealing material 72 fills the cavities 42 formed by the inner wall of the tube 30 on its lower portion 34, further improving the anchoring of the cable to the tube after hardening of the material 72.
  • the remaining free volume of the tube 30 is filled with a filling material which may be either the sealing material 72 introduced into the lower portion 34 as in the example illustrated, or a filling material any possible to avoid, in the long run, the corrosion of the tube 30 and the cables 60.
  • a filling material which may be either the sealing material 72 introduced into the lower portion 34 as in the example illustrated, or a filling material any possible to avoid, in the long run, the corrosion of the tube 30 and the cables 60.
  • the cable 60 is sheathed from its lower portion 66 to the upper end of the tube 30 or, at least, to the surface material 72.
  • the diaphragm wall 10 is surmounted by a crown beam 80 made of reinforced concrete.
  • the reinforcing armatures 19 of the reinforcement cage 18 protrude from the upper face of the concrete panel 52.
  • the coping beam 80 cast on the upper face of the molded wall 10, just encompassing these waiting frames 19, as well as an upper section of the tubes 30.
  • each upper end 38 of tube 30 is connected, for example by means of a tubular connection, to an anchoring trumpet 82 - commonly referred to as a "tromplaque".
  • the anchoring trumpet 82 is a metal piece of conical or flared shape, allowing the strands 62 of the cable 60 passing through it to exit at the outlet of the crown beam.
  • external flanges 88 are distributed over the height of the trumpet 82. These flanges are intended to distribute the forces, in particular the compression forces, in the crown beam 80.
  • the trumpet 82 is positioned inside the formwork 84, so that after concreting, its upper end is flush with the surface of the concrete. To ensure its proper positioning during concreting, the trumpet 82 is fixed to the reinforcement 86 of the beam.
  • each upper portion 68 of cable 60 projecting from the upper face of the beam 80 is coupled to an anchoring system 90.
  • An anchoring system 90 is typically constituted by a plate of support 94 bearing against the upper face of the crown beam and a cable locking device 96 including a key system.
  • the anchoring system may not comprise a support plate.
  • the cable locking device may for example come to bear on the upper end flange of the trumpet 82.
  • each cable 60 is locked in the extended position by means of its associated locking device 96.
  • the cylinders 92 are removed. To prevent water infiltration inside the anchoring tubes, the anchoring systems 90 are finally covered with waterproof protections 98.
  • the anchoring system 90 transmits the prestressing force applied on the cable 60 to the concrete of the crown beam 80 and a portion of the molded wall 10 located between its upper face and the lower portion of the tube 30. The concrete is compressed.
  • the introduction into a tube 30 of a cable and / or sealing material and / or filling material can be carried out after concreting of the crown beam.
  • the method according to the invention makes it possible to obtain a prestressed molded wall in a soil and a prestressed retaining assembly comprising such a wall, the characteristics of which are inherent to said method.
  • a support assembly 100 thus obtained is represented on the figure 8 .
  • the molded wall 10 comprises a concrete panel 52 of elongate shape, comprising two longitudinal faces of length L spaced apart by a distance I. As illustrated in FIG. figure 8 , the panel 52 has a height H, and its upper face is located below the ground level or at this level.
  • the wall 10 is capped by the crown beam 80 having here the same length L and the same thickness I.
  • a reinforcement cage 18 is embedded in the concrete panel 52.
  • Tubes 30 arranged parallel to the longitudinal faces of the concrete panel 52 are partly contained in the molded wall 10 and partly in the crown beam 80.
  • the tubes are for example aligned in a median plane of the concrete panel, parallel to its walls. longitudinal faces.
  • each tube 30 is connected to an anchor trumpet 82, flush with the upper face 81 of the crown beam 80.
  • a cable 60 consisting of a plurality of strands 62 extends inside each tube 30.
  • the strands 62 are spaced apart by means of a central spacer 70.
  • the cable 60 is unsheathed, not greased, but embedded in a sealing material 72 filling a lower portion 34 of the tube 30.
  • the remainder of the tube 30 is filled with a filling material, for example the sealing material 72, and on this section above the lower portion defined above, the cable is sheathed.
  • a filling material for example the sealing material 72
  • Each cable 60 is stretched, and held in this position by the anchoring system 90 located outside the concrete panel 52, and resting on the upper face of the crown beam 80.
  • the support assembly 100 is compressed on a zone extending axially between the lower portion 34 of the tubes 30 and the upper face 81 of the crown beam 80.
  • the tubes 30 may be offset relative to the median plane of the excavation.
  • they are positioned on the side of the longitudinal face which is stretched due to external stresses.
  • the cable 60 it is even desirable for the cable 60 to be offset from the median plane towards one of the longitudinal faces of the wall on a first wall height and towards the opposite face of the wall on a second height.
  • the tube 30 can then consist of two parallel pipe sections connected by a bend.
  • anchoring cable 60 in the upper part of the structure is done by means of an anchoring system 90 outside the structure.
  • the distribution of compressive forces in the support assembly is ensured by the support plate 94 on the one hand, and the flanges 88 of the trumpet 82 on the other hand.
  • the cable 60 may be sealed to the upper portion 32 of tube 30 in the same way as to its lower portion 34.
  • the lower portion of the cable 60 is attached to the lower portion 34 of the anchor tube 30 in a first step, for example by filling the bottom portion 34 of the tube 30 with a sealing material encasing a length of unsheathed and ungeated cable 60.
  • the cable 60 is put in tension.
  • a filling material is introduced into the tube over a whole length of cable (sheathed and greased, or not).
  • a sealing material is introduced into the upper portion 32 of the tube 30, so as to coat an upper portion 68 of the cable 60 unsheathed and ungreased.
  • the anchoring system is integrated in the concrete panel 52.
  • the upper section of tube filled with sealing material forms an anchor section, which transmits the forces to the concrete by adhesion, and optionally, in addition, thanks to beads provided on its periphery.

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  • Structural Engineering (AREA)
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  • General Engineering & Computer Science (AREA)
  • Piles And Underground Anchors (AREA)
  • Bulkheads Adapted To Foundation Construction (AREA)

Claims (20)

  1. Verfahren zur Herstellung einer vorgespannten Schlitzwand (10) in einem Boden, dadurch gekennzeichnet, dass es mindestens die folgenden Schritte umfasst:
    - Ausführen einer Baugrube (12) im Boden (S) mit einem Profil, das dem entspricht, welches für die Schlitzwand (10) gewünscht wird,
    - Anordnen von mindestens einem Verankerungsrohr, das an seinem oberen Ende offen (38) und an seinem unteren Ende geschlossen (36) ist, derart in der Baugrube (12), dass sein unteres Ende dem Boden der Baugrube (12) zugewandt ist,
    - Gießen von Beton in einen Bereich der Baugrube (12) außerhalb des Verankerungsrohrs, sodass eine Betonplatte gebildet wird,
    - Anordnen eines Seils im Inneren des Verankerungsrohres (30),
    - Befestigen eines unteren Abschnitts des Seils (60) an einem unteren Abschnitt des Verankerungsrohrs (30),
    - Ziehen des Seils (60) nach der Befestigung, sodass das Seil gespannt wird,
    - Arretieren des gespannten Seils (60) bezüglich der Betonplatte (52).
  2. Verfahren gemäß Anspruch 1, wobei das Verankerungsrohr (30) eine Vielzahl von Ringwülsten (40) umfasst, die an seinem Umfang ausgebildet sind.
  3. Verfahren gemäß Anspruch 2, wobei das Verankerungsrohr (30) einen Nenndurchmesser (D) aufweist, und im Bereich der Wülste (40) einen Durchmesser aufweist, der zwischen 1,05 und 1,3 mal, bevorzugt zwischen 1,10 und 1,3 mal, und noch bevorzugter zwischen 1,15 und 1,25 mal, seinem Nenndurchmesser (D) liegt.
  4. Verfahren gemäß Anspruch 2 oder 3, wobei die Ringwülste (40) entlang des unteren Abschnitts (34) des Verankerungsrohrs (30) ausgebildet sind.
  5. Verfahren gemäß einem der Ansprüche 1 bis 4, wobei das Verankerungsrohr (30) vorab an einem Bewehrungskorb (18) befestigt wird und dann das Verankerungsrohr (30) zusammen mit dem Bewehrungskorb (18) in die Baugrube (12) eingeführt wird.
  6. Verfahren gemäß einem der Ansprüche 1 bis 5, wobei zum Befestigen des unteren Abschnitts des Seils an dem unteren Abschnitt des Verankerungsrohrs mindestens der untere Abschnitt (34) des Verankerungsrohrs (30) mit einem Dichtmaterial (72) so gefüllt ist, dass der untere Abschnitt (66) des Seils (60) in dem Dichtmaterial (72) eingebettet ist.
  7. Verfahren gemäß einem der Ansprüche 1 bis 6, wobei das Seil aus einer Vielzahl von Litzen (62) besteht und vor dem Einführen des Seils (60) in das Verankerungsrohr (30) die Litzen (62) mittels eines Abstandshalters (70) auf dem unteren Abschnitt (66) des Seils (60), der dazu ausgelegt ist, in dem unteren Abschnitt (34) des Verankerungsrohrs (30) positioniert zu werden, voneinander getrennt werden.
  8. Verfahren zur Herstellung einer vorgespannten Stützanordnung (100), umfassend eine Schlitzwand (10) in einem Boden und eine Abdeckstruktur (80), die die Schlitzwand (10) bedeckt, wobei das Verfahren mindestens die folgenden Schritte umfasst:
    - Ausführen einer Baugrube (12) im Boden mit einem Profil, das dem entspricht, welches für die Schlitzwand (10) gewünscht wird,
    - Anordnen von mindestens einem Verankerungsrohr (30), das an seinem oberen Ende offen (38) und an seinem unteren Ende geschlossen (36) ist, derart in der Baugrube (12), dass sein unteres Ende (36) dem Boden der Baugrube (12) zugewandt ist,
    - Gießen von Beton in einen Bereich der Baugrube (12) außerhalb des Verankerungsrohrs (30), sodass eine Betonplatte (52) gebildet wird,
    - Bilden einer Abdeckstruktur (80) nach dem Aushärten der Betonplatte (52), die über die Oberseite der Betonplatte (52) hinausragt, sodass die Innenseite des Verankerungsrohrs (30) von der Oberseite dieser Struktur aus zugänglich bleibt,
    - Anordnen eines Seils (60) im Inneren des Verankerungsrohrs (30),
    - Befestigen eines unteren Abschnitts des Seils (60) an einem unteren Abschnitt des Verankerungsrohrs (30),
    - Ziehen des Seils (60), sodass das Seil gespannt wird, und
    - Arretieren des gespannten Seils (60) bezüglich der Betonplatte (52) und der Abdeckstruktur (80).
  9. Vorgespannte Schlitzwand (10) in einem Boden, die durch Anwendung des Verfahrens gemäß einem der Ansprüche 1 bis 7 erhalten wird.
  10. Vorgespannte Schlitzwand in einem Boden (10), dadurch gekennzeichnet, dass sie umfasst:
    - eine Betonplatte (52),
    - mindestens ein Verankerungsrohr, das an seinem oberen Ende offen (38) und an seinem unteren Ende geschlossen (36) ist, und zumindest teilweise in die Betonplatte eingebettet ist,
    - mindestens ein Seil (60), das sich innerhalb des Verankerungsrohrs (30) erstreckt, wobei ein unterer Abschnitt des Seils (60) an dem Rohr (30) befestigt ist,
    - ein Seilverankerungssystem (90), das dazu ausgelegt ist, das Seil (60) zu spannen und seinen oberen Abschnitt (68) an dem oberen Abschnitt der Betonplatte (52) zu befestigen.
  11. Schlitzwand gemäß Anspruch 10, ferner umfassend einen in die Betonplatte (52) eingebetteten Bewehrungskorb (18), wobei das Verankerungsrohr an dem Bewehrungskorb befestigt ist.
  12. Schlitzwand gemäß Anspruch 10 oder 11, wobei das Verankerungsrohr (30) eine Vielzahl von Ringwülsten (40) umfasst, die an seinem Umfang ausgebildet sind.
  13. Schlitzwandwand gemäß Anspruch 12, wobei die Ringwülste (40) entlang des unteren Abschnitts (34) des Verankerungsrohres (30) ausgebildet sind.
  14. Schlitzwand gemäß Anspruch 12 oder 13, wobei das Verankerungsrohr (30) einen Nenndurchmesser (D) aufweist, und im Bereich der Wülste (40) einen Durchmesser aufweist, der zwischen 1,05 und 1,3 mal, bevorzugt zwischen 1,10 und 1,3 mal, und noch bevorzugter zwischen 1,15 und 1,25 mal, seinem Nenndurchmesser (D) liegt.
  15. Schlitzwand gemäß einem der Ansprüche 12 bis 14, wobei die Wülste (40) übereinander angeordnet sind und denselben Durchmesser aufweisen.
  16. Schlitzwand gemäß einem der Ansprüche 12 bis 15, wobei die Wülste (40) über eine begrenzte Länge des Verankerungsrohrs (30) verteilt sind, insbesondere über eine Länge (LA), die ein Drittel, vorzugsweise ein Fünftel der Gesamtlänge (LT) des Verankerungsrohrs (30) nicht überschreitet.
  17. Schlitzwand gemäß einem der Ansprüche 10 bis 16, wobei die Innenwand des unteren Abschnitts (34) des Verankerungsrohrs (30) eine Vielzahl von ringförmigen Hohlräumen (42) bildet, die übereinander angeordnet sind.
  18. Schlitzwand gemäß einem der Ansprüche 10 bis 17, wobei ein Dichtmaterial (72) mindestens den unteren Abschnitt (34) des Verankerungsrohrs (30) ausfüllt und mindestens den unteren Abschnitt (66) des Kabels (60) einbettet.
  19. Schlitzwand gemäß einem der Ansprüche 10 bis 18, wobei das Seil (60) aus einer Vielzahl von Litzen (62) besteht und an einem unteren Abschnitt (66) des Seils (60), der in dem unteren Abschnitt (34) des Verankerungsrohrs (30) angeordnet ist, die Litzen (62) durch einen Abstandshalter (70) voneinander getrennt sind.
  20. Vorgespannte Stützanordnung (100), umfassend:
    - eine Schlitzwand (10) gemäß einem der Ansprüche 10 bis 19, und
    - eine Abdeckstruktur (80), die die Schlitzwand (10) bedeckt, wobei das Seil (60) durch die Abdeckstruktur (80) verläuft und das Verankerungssystem (90) des Seils (60) an dem oberen Abschnitt dieser Struktur (80) befestigt ist.
EP14713196.5A 2013-03-05 2014-02-28 Verfahren zur herstellung einer schlitzwand und nach diesem verfahren hergestellte schlitzwand Active EP2964837B1 (de)

Applications Claiming Priority (2)

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FR1351939A FR3002956B1 (fr) 2013-03-05 2013-03-05 Paroi moulee precontrainte et procede de realisation d'une telle paroi
PCT/FR2014/050442 WO2014135768A1 (fr) 2013-03-05 2014-02-28 Paroi moulee precontrainte et procede de realisation d'une telle paroi

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JP6730121B2 (ja) * 2016-07-25 2020-07-29 鹿島建設株式会社 地中壁の施工法
FR3062862B1 (fr) 2017-02-13 2019-04-05 Soletanche Freyssinet Dispositif d'ancrage pour paroi moulee precontrainte
EP3564445B1 (de) 2018-05-04 2021-08-11 BAUER Spezialtiefbau GmbH Verfahren und vorrichtung zum erstellen eines gründungselementes im boden
CN111021954B (zh) * 2019-11-18 2024-06-18 四川农业大学 一种新型抗滑桩成孔装置及其方法
CN111254914A (zh) * 2020-01-16 2020-06-09 山东大学 一种锚固装配式地下连续墙组装结构及施工方法
CN112989510B (zh) * 2021-02-06 2022-04-22 浙江大学 锚固段穿越双地层的预应力锚索极限粘结强度的预测方法
CN112924945B (zh) * 2021-03-10 2023-09-22 大连理工大学 基于跨孔雷达成像的地下连续墙模型试验***
CN113529767A (zh) * 2021-07-28 2021-10-22 海西州那棱格勒河水利枢纽工程建设管理局 一种防渗墙施工的预埋管埋设方法
CN115559351B (zh) * 2022-10-24 2023-08-08 中建三局集团华南有限公司 一种全钢结构多层地下室逆作施工方法

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GB1284753A (en) * 1969-06-11 1972-08-09 I C O S Impresa Costruzioni Op Method of constructing earth-retaining walls
DE1957789A1 (de) 1969-11-18 1972-02-03 Dyckerhoff & Widmann Ag Verfahren zum Herstellen einer Schlitzwand aus Beton
DE2357709A1 (de) * 1973-11-19 1975-05-28 Held & Francke Bau Ag Verfahren zum einbinden einer schlitzwand und eine bewehrung zur durchfuehrung dieses verfahrens
GB1466112A (en) * 1975-02-11 1977-03-02 Soil Mechanics Ltd Contiguous bored pile walls

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WO2014135768A1 (fr) 2014-09-12
FR3002956B1 (fr) 2015-04-10
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US9714495B2 (en) 2017-07-25
US20160010302A1 (en) 2016-01-14
MX362182B (es) 2019-01-08
EP2964837A1 (de) 2016-01-13
SG11201507000TA (en) 2015-10-29
HK1213029A1 (zh) 2016-06-24
AU2014224513B2 (en) 2017-11-02
FR3002956A1 (fr) 2014-09-12
MX2015011532A (es) 2016-02-05
ES2674844T3 (es) 2018-07-04

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