EP0970281B1 - Procede pour stabiliser un remblai - Google Patents

Procede pour stabiliser un remblai Download PDF

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Publication number
EP0970281B1
EP0970281B1 EP98932014A EP98932014A EP0970281B1 EP 0970281 B1 EP0970281 B1 EP 0970281B1 EP 98932014 A EP98932014 A EP 98932014A EP 98932014 A EP98932014 A EP 98932014A EP 0970281 B1 EP0970281 B1 EP 0970281B1
Authority
EP
European Patent Office
Prior art keywords
working face
embankment
plugged
holes
ground
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
EP98932014A
Other languages
German (de)
English (en)
Other versions
EP0970281A1 (fr
Inventor
Wolfgang Einspannier
Peter Götz
Otto Zwick
Stephan Czichowsky
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.)
Bilfinger SE
Original Assignee
Bilfinger Berger 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 Bilfinger Berger AG filed Critical Bilfinger Berger AG
Publication of EP0970281A1 publication Critical patent/EP0970281A1/fr
Application granted granted Critical
Publication of EP0970281B1 publication Critical patent/EP0970281B1/fr
Anticipated expiration legal-status Critical
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Classifications

    • 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

Definitions

  • the invention relates to a method for stabilizing the working face when pressing through a tunnel structure where, where the face is successively dismantled or dismantled.
  • the pressing of a tunnel structure is an example of such a construction measure called under a track system.
  • the tunnel structure is also on the driving side a cutting construction provided in the slope face of the ground is pre-pressed under the track system. Parallel to the pre-pressing of the tunnel structure the face is dismantled, with the removal of the bottom of the front edge of the Cutting should not hurry ahead.
  • the floor under the track system and in particular the face must be unrestricted throughout the construction be stable when train traffic via the track system is maintained should.
  • the shortest possible cutting edge construction is used. To do this, the face must be be steeply steeped. To realize such an embankment either suitable soil conditions must exist, or it must pass through appropriate soil improvement measures created such soil conditions become.
  • the stabilization of a gradually dismantled embankment is often in practice problematic.
  • the ground was placed in front of the working face dowelled with vertical wooden posts for stabilization.
  • the wooden posts had to then sawn off in sections parallel to the successive dismantling of the working face and be removed.
  • the vertical pegging of the floor takes place here from the surface of the site starting what, for example, in the case of pressing through a tunnel structure under a track system not without a significant impairment of the Rail transport is possible.
  • US-A-4 009 579 and CH-A-615 234 each have a method for pressing through a tunnel structure under a track system described, the track system with the help of support elements is stabilized directly above the ceiling of the tunnel structure be driven through the railway embankment.
  • the invention is based on the object of a method of the subject Kind so to design and develop that the stability of the embankment forming soil while avoiding construction work on the site surface is increased so that the embankment while maintaining the embankment angle can be gradually dismantled.
  • the method according to the invention achieves the above object through the features of claim 1, according to which the above-mentioned method is designed that the bottom forming the face is in a substantially horizontal Direction is pegged.
  • the stability of the floor is one Embankment can not only be increased by vertical anchoring, but that this can also be achieved with horizontal floor anchoring.
  • this method is particularly for soil improvement Embankments are suitable because the horizontal dowelling here from the inclined surface of the embankment can be made starting.
  • a horizontal dowel increases the shear strength of the soil body and prevents training of sliding surfaces. The spread of vertical loads in the soil is also improved.
  • the horizontal floor anchoring proposed according to the invention can be realized in different forms.
  • the holes from the surface of the slope can be driven out into the ground.
  • the holes are made with the help of a drill. Since there is usually good frictional contact between the the dowel-forming piles and the surrounding ground are sought, Should there be any casing in the borehole when backfilling with a self-setting Mass to be removed again.
  • the piles created as part of the method according to the invention in the ground are primarily subjected to thrust or shear. Most of time there is also a bending load on the piles.
  • the bending tensile strength of the piles can be advantageously by embedding a reinforcement in the self-setting Increase mass.
  • Tension members e.g. steel tension members, are used as reinforcement or glass fiber tensile links in question, which are used for the gradual dismantling of the embankment be separated in sections.
  • tension members e.g. steel tension members
  • a self-setting mass containing reinforcing fibers can also be used.
  • the piles produced with it hold relatively large, occurring in the ground Shear loads and bending loads stood, but can still with cancel the gradual dismantling of the embankment piece by piece.
  • the length of the piles created by the method according to the invention depends on one from the existing soil conditions and the other from those for tools used in their manufacture. It is usually of the order of magnitude between 25 and 50 m.
  • the soil forming the embankment is then stabilized to a depth of approximately 20 to 45 m, so that the slope up to this depth while maintaining the slope angle can be dismantled.
  • the one that then adjoins the slope surface Soil should still be pegged to a depth of 5 to 10 meters. Should Now the embankment can be dismantled further, so it is an advantage then dowel the floor again in such a way that the dowels are pegged Overlap floor areas.
  • the method according to the invention can also advantageously be used for stabilization of a dam - which has an embankment on both sides - can be used.
  • the dowelling of the soil forming the dam can advantageously be done here starting from the two embankment surfaces of the dam. In this context, too, it proves to be advantageous if the dowelled floor areas overlap to ensure the stability of the floor.
  • the tracks 2 of a track system run on the dam 1 shown in FIG. 1. to A tunnel structure is pressed through the dam 1 underneath the track system.
  • the tunnel structure consists of several tunnel segments 3, 4 which are connected to one another are then pressed through the dam 1.
  • the tunnel segment 3, which as is first pressed through the dam 1, is on the drive side with a cutting construction 5 provided. With the cutting construction 5, the upcoming soil of the dam 1 cut open and then starting from the interior of the tunnel structure ablated.
  • the face, which is gradually being dismantled, should always lie at the level of the cutting edge.
  • the actual tunnel structure upstream cutting construction 5 is relatively short, on the one hand To keep the top-heavyness of the tunnel structure as small as possible and to avoid it the area between the tunnel structure and the not yet cut open Keep the floor as small as possible. This is the area on the dam 1 track system located neither through the tunnel structure nor through dam 1 worn, but only by a track protection system designated in Figure 1 with 6 and the construction of the cutting edge cover, not shown in FIG. 1.
  • the brevity of the cutting construction 5 requires the formation of a relative steep face, which secured to secure the track system above > must be.
  • the stability of the Dam 1 in the embodiment shown here by a horizontal dowelling of the soil forming dam 1 is reached.
  • the piles 7 are only here represented schematically in the form of their longitudinal axes. A stabilization of the soil is still there if the piles 7 in places during the construction should break.
  • the soil improvement is not based in the present case primarily on cavity injections but on the targeted manufacture of in their dimensions limited piles 7 made of grout or cement stone.
  • the holes are drilled horizontally, each 25 to 50 meters long.
  • it can also be an advantage be slightly inclined upwards or downwards. So can For example, the leakage of the self-setting mass when filling the boreholes can be avoided simply by slightly aligning the boreholes downwards.
  • the length of the piles 7 is chosen in the present embodiment so that a Tunnel segment 3 can be pressed into the ground, with the piles together with the gradual dismantling of the working face to be broken off piece by piece.
  • a Tunnel segment 3 can be pressed into the ground, with the piles together with the gradual dismantling of the working face to be broken off piece by piece.
  • Horizontal piles created in the ground which is also only schematic in Figure 1 are shown and are designated by 8.
  • the ones pegged with piles 7 and 8 Areas overlap to ensure the stability of the floor throughout To ensure width of the dam 1.
  • the overlapping anchoring of the dam 1 shown in Fig. 1 could also in The actual pressing measure can be realized by using anchoring on both embankment surfaces of the dam 1 is made.
  • the self-setting forming the piles 7, 8 Mass introduced into the boreholes practically without pressing pressure in order to raise excluded in the track area.
  • the self-setting mass but also introduced with a low compression pressure be, the pressing amount to about 1.3 times the theoretical amount could be limited to backfilling a well.
  • each pile at least one tension member, e.g. made of steel or glass fibers.
  • a drilling grid for dowelling the floor behind the face is shown.
  • the grid comprises four transverse rows with six piles each.
  • the stability of the floor adjoining the working face is improved without having to work in the track area.
  • the dam 1 will also be a favorable distribution of vertical loads caused in the ground. If the floor with unreinforced grout piles or pegged cement stone, this is how the demolition works Face as unproblematic because these piles are piece by piece with the help of machines Pieces can be broken off and thus removed, which is usually used for Dismantling the face must be used.

Claims (10)

  1. Procédé pour stabiliser la face frontale lors de l'enfoncement d'une construction de tunnel, la face frontale étant reconstruite ou respectivement démolie successivement par enfoncement,
    caractérisé en ce que le sol formant la face frontale est chevillé en direction sensiblement horizontale.
  2. Procédé selon la revendication 1,
    caractérisé en ce que le chevillage de la face frontale est réalisé au moyen de pieux en bois et/ou des éléments métalliques orientés horizontalement disposés en réseau.
  3. Procédé selon la revendication 1,
    caractérisé en ce que des trous disposés en réseau sortant de la surface inclinée de la face frontale sont formés dans le sol et que les trous sont remplis d'une masse autodurcissante.
  4. Procédé selon la revendication 3,
    caractérisé en ce que les trous sont établis à l'aide d'un outil de fonçage.
  5. Procédé selon l'une des revendications 3 et 4,
    caractérisé en ce que les trous sont remplis sous pression.
  6. Procédé selon l'une des revendications 3 à 5,
    caractérisé en ce qu'une armature est enrobée dans la masse autodurcissante lors du remplissage des trous.
  7. Procédé selon l'une des revendications 3 à 6,
    caractérisé en ce qu'on utilise une masse autodurcissante fibres d'armature.
  8. Procédé selon l'une des revendications 1 à 7,
    caractérisé en ce que le sol formant la face frontale est d'abord chevillé jusqu'à une profondeur déterminée dans une première zone se raccordant à la nouvelle surface de la face frontale, que la première zone chevillée n'est démolie que jusqu'à une partie de sa profondeur et que la seconde zone se raccordant ensuite à la surface de la face frontale est chevillée jusqu'à une profondeur déterminée, de sorte que les première et seconde zones chevillées se chevauchent.
  9. Procédé pour stabiliser la face frontale lors de l'enfoncement d'une construction de tunnel par un barrage selon l'une des revendications 1 à 8,
    caractérisé en ce que le sol formant le barrage est chevillé en direction sensiblement horizontale en partant des deux surfaces de remblai du barrage.
  10. Procédé selon la revendication 9,
    caractérisé en ce que les zones chevillées en partant des deux surfaces de remblai du barrage se chevauchent.
EP98932014A 1997-04-30 1998-04-28 Procede pour stabiliser un remblai Expired - Lifetime EP0970281B1 (fr)

Applications Claiming Priority (3)

Application Number Priority Date Filing Date Title
DE19718220 1997-04-30
DE19718220 1997-04-30
PCT/DE1998/001169 WO1998049399A1 (fr) 1997-04-30 1998-04-28 Procede pour stabiliser un remblai

Publications (2)

Publication Number Publication Date
EP0970281A1 EP0970281A1 (fr) 2000-01-12
EP0970281B1 true EP0970281B1 (fr) 2002-07-03

Family

ID=7828189

Family Applications (1)

Application Number Title Priority Date Filing Date
EP98932014A Expired - Lifetime EP0970281B1 (fr) 1997-04-30 1998-04-28 Procede pour stabiliser un remblai

Country Status (5)

Country Link
EP (1) EP0970281B1 (fr)
AT (1) ATE220150T1 (fr)
DE (2) DE19725077A1 (fr)
PL (1) PL336575A1 (fr)
WO (1) WO1998049399A1 (fr)

Family Cites Families (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US4009579A (en) * 1975-12-08 1977-03-01 Patzner Delbert M Method for constructing a tunnel or underpass
CH615234A5 (en) * 1976-11-01 1980-01-15 Valli Francesco Method of erecting a structure by means of press-driving
DE3118280A1 (de) * 1981-05-08 1982-12-02 Leonhard Weiss KG Bauunternehmung, 7320 Göppingen Verfahren und ventilrohr zur stabilisierung von rutschhaengen
DE4013801C2 (de) * 1990-04-28 1994-12-22 Keller Grundbau Gmbh Verfahren zum Herstellen eines Trag- und/oder Abdichtungskörpers
SE9101542L (sv) * 1991-05-22 1992-11-23 Ingvar Bogdanoff Metod att injektera berg eller betong samt anordning foer utfoerande av metoden
DE4325048C1 (de) * 1993-07-26 1995-04-20 Flowtex Service Ges Fuer Horiz Verfahren zur Sicherung von rutschungsgefährdeten Hängen und Sanierung von Rutschungen bei bindigen, quellfähig bindigen bis generell feinkörnigen Böden, bei denen ein untergeordneter Grobanteil vorhanden sein kann
GB9408713D0 (en) * 1994-05-03 1994-06-22 Cementation Pilling & Foundati Improved soil installation

Also Published As

Publication number Publication date
WO1998049399A1 (fr) 1998-11-05
EP0970281A1 (fr) 2000-01-12
DE59804668D1 (de) 2002-08-08
PL336575A1 (en) 2000-07-03
DE19725077A1 (de) 1998-07-23
ATE220150T1 (de) 2002-07-15

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