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EP0688907B1 - Vorrichtung und Verfahren zur Herstellung einer Betonschlitzwand - Google Patents

Vorrichtung und Verfahren zur Herstellung einer Betonschlitzwand Download PDF

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Publication number
EP0688907B1
EP0688907B1 EP19950401496 EP95401496A EP0688907B1 EP 0688907 B1 EP0688907 B1 EP 0688907B1 EP 19950401496 EP19950401496 EP 19950401496 EP 95401496 A EP95401496 A EP 95401496A EP 0688907 B1 EP0688907 B1 EP 0688907B1
Authority
EP
European Patent Office
Prior art keywords
concrete
trench
front wall
reinforcement
wall
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.)
Expired - Lifetime
Application number
EP19950401496
Other languages
English (en)
French (fr)
Other versions
EP0688907A1 (de
Inventor
Nicolas Goulesco
Pierre Richard
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.)
Bouygues Travaux Publics SAS
Original Assignee
Bouygues Travaux Publics SAS
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 FR9407710A external-priority patent/FR2721633B1/fr
Application filed by Bouygues Travaux Publics SAS filed Critical Bouygues Travaux Publics SAS
Publication of EP0688907A1 publication Critical patent/EP0688907A1/de
Application granted granted Critical
Publication of EP0688907B1 publication Critical patent/EP0688907B1/de
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
    • E02D5/18—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

Definitions

  • the present invention relates to the execution of a veil in concrete in a trench, as the excavation of the trench.
  • the present invention aims to provide a device which not only protects the digging tool well against the introduction of concrete into the tool, but also to realize a veil of very good qualities.
  • the front wall is provided in its part upper of an upper skirt extending between the walls rear side, in order to avoid overflow of the concrete during its injection under pressure.
  • the invention also relates to a method for carrying out continuous of a concrete veil, in which a device as defined according to the present invention is used and characterized in that a concrete having a compressive strength of at least 100 bar and a tensile strength of at least 100 bar and prestressed concrete in the trench.
  • FIG 1 there is shown in Figure 1, in top view, a device 1 according to the invention, in place in a trench T in running.
  • A the digging zone
  • B the excavated area
  • F the direction of progression of the device in the trench
  • the device 1 is placed in the excavated area B and includes an element 10 to be moved in the trench, downstream which is produced a concrete veil V.
  • This veil is for example a retaining veil provisional or final intended for a building, etc ...
  • Element 10 which is moved from back to front in the trench according to arrow F by any drive means suitable known to those skilled in the art, includes a formwork consisting of a rigid front wall 12, followed by two walls rigid rear side panels 11 extended by rear skirts flexible 13 shaped to apply elastically, so generally waterproof, on the side walls L of the trench.
  • the front wall 12 is generally flat and perpendicular to a vertical plane containing the direction F, and the rear side walls 11 extend parallel to each other and to the side walls L of the trench, and perpendicular to the front wall 12.
  • the formwork constituted by the front wall 12 and the walls rear side 11 thus has a U-shaped section, shaped the dimensions and profile of the dug trench, as shown in Figures 1 and 2.
  • the concavity of the U is rotated rearward.
  • Rigid side walls are extended rearward by rear skirts 13, constituted for example by bands of elastomer fixed by a portion of their width on the sides respective interiors of the rigid side walls 11 and the free portion of their width extends outward to contact the trench.
  • metal strips, or other PVC, .
  • the rear skirts 13 extend, as shown in the Figure 2, over the entire height of the rigid side walls 11 in case the front wall is used vertically.
  • the front wall 12 is extended downwards by a skirt lower 14 shaped to be applied to the bottom of the trench T.
  • the rear skirts 13 and the lower skirt 14 close, sufficiently tight, the space between the wall before 12, the rigid side walls 1 1 and the surfaces lateral and the bottom of the trench, so that the injection of pressurized concrete in the formwork formed by the walls rigid side 11 and the front wall does not cause any leakage concrete in the area before digging.
  • Concrete injection preferably takes place near the front wall 12 and in its median plane. It is performed in the example described by means of a tube 20 attached to the wall front 12, extending over the entire height thereof and provided orifices 22 and 23 opening respectively at the end lower 21 of the tube 20, near the lower edge 21 of the front wall 12, and at a point located in the lower part of the front wall 12.
  • the tube 20 is connected in a manner known per se to its upper end 24 to a concrete feeder under pressure known in itself and not shown.
  • This upper skirt 16 is positioned preferably horizontal when using the device and defines the upper surface of the veil to be executed. Thanks to the presence of this upper skirt 16, the concrete can be injected under high pressure in the trench without risk of overflow; the length of the skirt 16 will be chosen in particular depending on the forward speed, the injection rate of the concrete and its setting time.
  • the upper skirt 16 is connected to the upper edge horizontal of the front wall 12 with a possibility of adjustment in rotation around this upper edge, so as to allow a horizontal positioning of the upper skirt 16 when the front wall 12 is inclined in the direction of travel F, as shown in Figure 3.
  • the skirts rear 13 are then preferably extended downwards beyond of the formwork element 10, so as to best ensure sealing between the front digging area and the rear area concrete injection.
  • the drive of the formwork element is made by means of an arm fixed on the front wall 12 on the opposite side to the rear side walls 11 and articulated at its upper part to allow adjustment of the inclination of the formwork.
  • the inclined position of the front wall 12 allows resistance to the effects of pressure at the bottom of the trench, which tend to drive out the formwork element by tilting it in the direction anti-clockwise in FIG. 3.
  • the resistance of the device 1 to the concrete thrust is improved if the lower skirt 14 is friction hold on the bottom of the trench, if necessary using brake teeth 17 projecting from its face higher (or lower as a variant) and making it possible to oppose additional resistance.
  • the material used to dig the trench is also used to drive the formwork element. he can be a slicer 30 as shown in the figure 4. The effectiveness of the latter is then improved by the effect of the aforementioned plating.
  • the aforementioned drive arm, referenced 40 in the figure 4, is advantageously mounted for rotation about an axis horizontal articulation at the rear of a support structure 31 integral with the trencher 30, so as to allow the positioning in the desired inclination of the front wall 12.
  • the structure 31 carries digging means 32 known in themselves and not shown in detail.
  • the front wall is tilted 10 ° or more towards the front with respect to the vertical, in order to counteract the concrete pushing efforts at the bottom of the trench on the wall before, increasing the support force on the bottom of the trench of the formwork element.
  • concrete used in the description, must broadly understood as also referring to everything material of high mechanical resistance, for example concrete fiber reinforced.
  • the invention recommends inject concrete into the formwork capable of resistance to compression of at least 100 bar and resistance to tension of at least 100 bar, and prestress vertically this concrete in the trench.
  • concrete is chosen from fiber concrete or so-called reactive powder concretes. Resistance to concrete compression can be significantly greater than 100 bars, but in the majority of cases it appears sufficient use concrete with compressive strength in the range 100 - 300 bars.
  • the concrete is prestressed by introducing place in place in the concrete that has just been injected vertical frames (50) which are sheathed (51) to be preserved from contact with concrete except for their lower ends (52) suitable for serving as anchors in the concrete at the bottom of the trench and their upper ends (53) capable of being used to tension the reinforcements so known per se (nuts, distribution plates, etc.), the reinforcements are for example cables or straight bars or bent at their lower end.
  • these frames are placed from place to place in the vertical median plane of the trench, as the progress of the work and they are temporarily maintained by any appropriate means (54).
  • the invention makes it possible for example to produce walls molded noticeably thinner than the walls obtained conventionally but with performance at least equivalent.

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  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Lining And Supports For Tunnels (AREA)
  • Forms Removed On Construction Sites Or Auxiliary Members Thereof (AREA)

Claims (10)

  1. Vorrichtung zur Herstellung einer Betonschlitzwand entsprechend dem Aushub des Schlitzes, welche ein Element (10) umfaßt, das an der Hinterseite einer das Aushubwerkzeug aufweisenden Maschine (30) befestigt ist', um hinter dem Aushubwerkzeug in dem Schlitz verschoben zu werden, wobei dieses Element dazu konzipiert ist, eine Dichtheit zwischen einer vorderen Zone (A), wo das Aushubwerkzeug in Betrieb ist, und einer hinteren Zone (B), wo der Beton in den zuvor vom Werkzeug ausgehobenen Schlitz (T) eingeführt wird, herzustellen, und wobei dieses Element eine vordere steife Wandung (12), eine Schürze (14), welche diese steife Wandung nach unten verlängert und welche dazu gestaltet ist, sich auf die Sohle des Schlitzes aufzudrücken, und seitliche Schürzen (13), welche dazu gestaltet sind, sich elastisch auf den seitlichen Wandungen des Schlitzes aufzudrücken, umfaßt, dadurch gekennzeichnet, daß das Element zwischen der vorderen Wandung (12) und den seitlichen Schürzen (13) seitliche steife Wandungen (11) umfaßt, die sich parallel zwischen diesen und senkrecht zu der vorderen Wandung erstrecken und die mit der vorderen Wandung zusammenwirken, um eine Schalung zu bilden, bei welcher die Dichtheit durch die vordere Wandung und die Schürzen sichergestellt wird, wobei Mittel vorgesehen sind, um den flüssigen Beton unter Druck in diese Schalung zu injizieren und zwar von der Nähe des niedrig gelegenen Teils der vorderen Wandung ab, so daß das Einbringen dieses Betons in den Schlitz vonstatten geht ohne Gefahr einer Verschmutzung des flüssigen Betons durch Abbröckelungen des Schlitzes.
  2. Vorrichtung nach Anspruch 1, dadurch gekennzeichnet, daß die vordere Wandung (12) an ihrem höher gelegenen Teil mit einer höher gelegenen Schürze (16) versehen ist, welche sich zwischen den seitlichen steifen Wandungen (11) erstreckt und dazu bestimmt ist, den Überlauf des Betons bei seiner Injektion unter Druck zu vermeiden.
  3. Vorrichtung nach Anspruch 1 oder 2, dadurch gekennzeichnet, daß das Element (10) an die Maschine (30) durch eine gelenkige Verbindung gebunden ist, welche geeignet ist, eine Regelung der Neigung des Elements nach vorne bei dessen Fortschreiten in dem Schlitz zuzulassen, um die Beständigkeit des Elements gegen die aufgrund des Drucks des Betons an der Sohle des Schlitzes vorhandenen Druckkräfte zu verbessern.
  4. Vorrichtung nach einem der Ansprüche 1 bis 3, dadurch gekennzeichnet, daß die niedrig gelegene Schürze (14) mit einer Bremse (17) versehen ist, die geeignet ist, eine Kraft auszuüben, welche dazu dient, sich dem Fortbewegen des Elements im Schlitz entgegenzusetzen.
  5. Vorrichtung nach Anspruch 4, dadurch gekennzeichnet, daß die Bremse aus einem oder mehreren Bremszähnen (17) gebildet ist, welcher/welche auf der Oberfläche der niedrig gelegenen Schürze vorspringt/-en.
  6. Vorrichtung nach einem der Ansprüche 1 bis 5, dadurch gekennzeichnet, daß die Injektionsmittel ein Rohr (20) aufweisen, welches auf der vorderen Wandung (12) aufsetzt, sich in der Höhe dieser Wandung erstreckt und mit öffnungen (22,23) versehen ist, die im Bereich des niedrig gelegenen Drittels der vorderen Wandung herauskommen.
  7. Vorrichtung nach einem der Ansprüche 1 bis 6, dadurch gekennzeichnet, daß sie Bewehrungen (50) zum Einführen in den Beton vor seinem Erstarren von Stelle zu Stelle umfaßt, wobei diese Bewehrungen vertikale Teile aufweisen, die ummantelt (51) sind, um vor dem Kontakt mit dem Beton geschützt zu sein, mit Ausnahme ihrer niedrig gelegenen Endglieder (52), die dazu geeignet sind, als Ankerelemente in dem Beton an der Sohle des Schlitzes zu dienen und ihrer höher gelegenen Endglieder (53), die dazu geeignet sind, zum Spannen der Bewehrungen gegriffen zu werden, und Mittel umfaßt, um eine vertikale Zugkraft auf die Bewehrungen auszuüben.
  8. Verfahren zur fortlaufenden Herstellung einer Betonschlitzwand durch Realisierung einer Vorrichtung nach einem der Ansprüche 1 bis 7, dadurch gekennzeichnet, daß man einen Beton verwendet, der eine Druckbeständigkeit von mindestens 100 bar und eine Zugkraftbeständigkeit von mindestens 100 bar aufweist, und daß man den Beton in dem Schlitz vorspannt.
  9. Verfahren nach Anspruch 8, dadurch gekennzeichnet, daß man in den eben eingespritzten Beton vertikale Bewehrungen einführt, die ummantelt sind, um vor dem Kontakt mit dem Beton geschützt zu sein, mit Ausnahme ihrer niedrig gelegenen Endglieder, die dazu geeignet sind, als Ankerelemente in dem Beton an der Sohle des Schlitzes zu dienen und ihrer höher gelegenen Endglieder, die dazu geeignet sind, zum Spannen der Bewehrungen gegriffen zu werden, und daß man eine vertikale Zugkraft auf diese Bewehrungen ausübt.
  10. Verfahren nach Anspruch 9, dadurch gekennzeichnet, daß man die Bewehrungen von Stelle zu Stelle in der medianen vertikalen Ebene des Schlitzes anordnet.
EP19950401496 1994-06-23 1995-06-23 Vorrichtung und Verfahren zur Herstellung einer Betonschlitzwand Expired - Lifetime EP0688907B1 (de)

Applications Claiming Priority (4)

Application Number Priority Date Filing Date Title
FR9407710 1994-06-23
FR9407710A FR2721633B1 (fr) 1994-06-23 1994-06-23 Dispositif et procédé pour l'exécution d'un voile en béton dans une tranchée.
FR9507485A FR2721634A1 (fr) 1994-06-23 1995-06-22 Dispositif et procédé pour l'exécution d'un voile en béton dans une tranchée.
FR9507485 1995-06-22

Publications (2)

Publication Number Publication Date
EP0688907A1 EP0688907A1 (de) 1995-12-27
EP0688907B1 true EP0688907B1 (de) 2001-08-29

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Application Number Title Priority Date Filing Date
EP19950401496 Expired - Lifetime EP0688907B1 (de) 1994-06-23 1995-06-23 Vorrichtung und Verfahren zur Herstellung einer Betonschlitzwand

Country Status (3)

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EP (1) EP0688907B1 (de)
DE (1) DE69522383T2 (de)
FR (1) FR2721634A1 (de)

Family Cites Families (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE3604736A1 (de) * 1986-02-14 1986-07-17 Andert, Kurt, Dipl.-Ing., 2900 Oldenburg Fraeswand
FR2611219B3 (fr) * 1987-02-20 1989-06-09 Louis Claude Procede et appareil pour realiser une paroi dans le sol

Also Published As

Publication number Publication date
EP0688907A1 (de) 1995-12-27
FR2721634A1 (fr) 1995-12-29
DE69522383T2 (de) 2002-05-23
DE69522383D1 (de) 2001-10-04
FR2721634B1 (de) 1997-02-07

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