EP0970281B1 - Verfahren zum stabilisieren einer böschung - Google Patents
Verfahren zum stabilisieren einer böschung Download PDFInfo
- 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
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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.
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
- Piles And Underground Anchors (AREA)
- Winding, Rewinding, Material Storage Devices (AREA)
Description
- Fig. 1
- einen schematischen Querschnitt durch einen erfindungsgemäß verdübelten Damm mit einer Gleisanlage während einer Durchpressungsmaßnahme und
- Fig. 2
- eine schematische Draufsicht auf die Ortsbrust der in Figur 1 dargestellten Situation.
Claims (10)
- Verfahren zum Stabilisieren der Ortsbrust beim Durchpressen eines Tunnelbauwerks, wobei die Ortsbrust beim Durchpressen sukzessive zurück- bzw. abgebaut wird,
dadurch gekennzeichnet, daß der die Ortsbrust bildende Boden in im wesentlichen horizontaler Richtung verdübelt wird. - Verfahren nach Anspruch 1, dadurch gekennzeichnet, daß die Verdübelung der Ortsbrust mit Hilfe von in einem Raster angeordneten horizontal ausgerichteten Holzpfählen und/oder Metallelementen realisiert wird.
- Verfahren nach Anspruch 1, dadurch gekennzeichnet, daß von der geneigten Oberfläche der Ortsbrust ausgehend in einem Raster angeordnete Löcher in den Boden getrieben werden und daß die Löcher mit einer selbstabbindenden Masse verfüllt werden.
- Verfahren nach Anspruch 3, dadurch gekennzeichnet, daß die Löcher mit Hilfe eines Bohrgeräts erstellt werden.
- Verfahren nach einem der Ansprüche 3 oder 4, dadurch gekennzeichnet, daß die Löcher unter Druck verfüllt werden.
- Verfahren nach einem der Ansprüche 3 bis 5, dadurch gekennzeichnet, daß beim Verfüllen der Löcher eine Bewehrung in die selbstabbindende Masse eingebettet wird.
- Verfahren nach einem der Ansprüche 3 bis 6, dadurch gekennzeichnet, daß eine selbstabbindende Masse mit Bewehrungsfasern verwendet wird.
- Verfahren nach einem der Ansprüche 1 bis 7, dadurch gekennzeichnet, daß der die Ortsbrust bildende Boden zunächst in einem ersten sich an die Oberfläche der Ortsbrust anschließenden Bereich bis in eine bestimmte Tiefe verdübelt wird, daß der erste verdübelte Bereich nur bis zu einem Teil seiner Tiefe abgebaut wird und daß der sich dann an die neue Oberfläche der Ortsbrust anschließende zweite Bereich bis in eine bestimmte Tiefe verdübelt wird, so daß sich der erste und der zweite verdübelte Bereich überlappen.
- Verfahren zum Stabilisieren der Ortsbrust beim Durchpressen eines Tunnelbauwerks durch einen Damm nach einem der Ansprüche 1 bis 8, dadurch gekennzeichnet, daß der den Damm bildende Boden von den beiden Böschungsoberflächen des Damms ausgehend in im wesentlichen horizontaler Richtung verdübelt wird.
- Verfahren nach Anspruch 9, dadurch gekennzeichnet, daß sich die von den beiden Böschungsoberflächen des Damms ausgehend verdübelten Bereiche überlappen.
Applications Claiming Priority (3)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
DE19718220 | 1997-04-30 | ||
DE19718220 | 1997-04-30 | ||
PCT/DE1998/001169 WO1998049399A1 (de) | 1997-04-30 | 1998-04-28 | Verfahren zum stabilisieren einer böschung |
Publications (2)
Publication Number | Publication Date |
---|---|
EP0970281A1 EP0970281A1 (de) | 2000-01-12 |
EP0970281B1 true EP0970281B1 (de) | 2002-07-03 |
Family
ID=7828189
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
EP98932014A Expired - Lifetime EP0970281B1 (de) | 1997-04-30 | 1998-04-28 | Verfahren zum stabilisieren einer böschung |
Country Status (5)
Country | Link |
---|---|
EP (1) | EP0970281B1 (de) |
AT (1) | ATE220150T1 (de) |
DE (2) | DE19725077A1 (de) |
PL (1) | PL336575A1 (de) |
WO (1) | WO1998049399A1 (de) |
Family Cites Families (7)
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 |
-
1997
- 1997-06-13 DE DE19725077A patent/DE19725077A1/de not_active Ceased
-
1998
- 1998-04-28 AT AT98932014T patent/ATE220150T1/de active
- 1998-04-28 WO PCT/DE1998/001169 patent/WO1998049399A1/de active IP Right Grant
- 1998-04-28 DE DE59804668T patent/DE59804668D1/de not_active Expired - Lifetime
- 1998-04-28 PL PL98336575A patent/PL336575A1/xx unknown
- 1998-04-28 EP EP98932014A patent/EP0970281B1/de not_active Expired - Lifetime
Also Published As
Publication number | Publication date |
---|---|
DE59804668D1 (de) | 2002-08-08 |
DE19725077A1 (de) | 1998-07-23 |
EP0970281A1 (de) | 2000-01-12 |
PL336575A1 (en) | 2000-07-03 |
ATE220150T1 (de) | 2002-07-15 |
WO1998049399A1 (de) | 1998-11-05 |
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