EP0922810B1 - Procédé pour la stabilisation d'une pente - Google Patents

Procédé pour la stabilisation d'une pente Download PDF

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Publication number
EP0922810B1
EP0922810B1 EP98122420A EP98122420A EP0922810B1 EP 0922810 B1 EP0922810 B1 EP 0922810B1 EP 98122420 A EP98122420 A EP 98122420A EP 98122420 A EP98122420 A EP 98122420A EP 0922810 B1 EP0922810 B1 EP 0922810B1
Authority
EP
European Patent Office
Prior art keywords
soil
prefabricated panels
earth
prefabricated
anchor
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
EP98122420A
Other languages
German (de)
English (en)
Other versions
EP0922810A1 (fr
Inventor
Gerd Prof. Dr. Ing. Gudehus
Kurt G Dipl. Ing. Ross
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.)
ROSS, KURT G.
Original Assignee
Individual
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 Individual filed Critical Individual
Publication of EP0922810A1 publication Critical patent/EP0922810A1/fr
Application granted granted Critical
Publication of EP0922810B1 publication Critical patent/EP0922810B1/fr
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
    • E02D29/00—Independent underground or underwater structures; Retaining walls
    • E02D29/02—Retaining or protecting walls
    • E02D29/0225—Retaining or protecting walls comprising retention means in the backfill
    • E02D29/0233—Retaining or protecting walls comprising retention means in the backfill the retention means being anchors

Definitions

  • Procedure for securing terrain jumps being at a distance using a retaining wall in front of the cut floor of prefabricated parts and the space between the Retaining wall and the cut floor is filled, whereby the retaining wall by inserted into the grown soil Earth anchor is held.
  • Lighter support structures based on the principle of the reinforced Earth require a wider excavation space and accordingly a larger backfill volume.
  • the also easy Floor nailing is required when the vertical front wall is required often difficult to manufacture with the soil in front, and that too demanding security against frost and water damage is only to achieve with greater effort.
  • the precast panels used are massive; your Height is only a fraction of the total erecting retaining wall.
  • the ground anchors need to be precise given positions are brought so that they to the Fastening elements on the prefabricated panels to be attached later the retaining wall are aligned.
  • the object of the invention is a method of the beginning to create the type mentioned, with which in simple, a cost-effective and environmentally friendly way of securing Terrain jumps is made possible.
  • Retaining wall consists of pairs of precast panels that are on Foundation pillars are set, the precast slabs be connected by in-situ concrete or mortar grouting that the space filled with bulk or earth material between the Precast slabs and the grown soil is drained, and that the ground anchors through the precast slabs in the grown soil used and against the precast panels be tense.
  • the foundation pillars are preferably located below the vertical ones Butt joints of the precast panels and extend into frost-free Deep.
  • the foundations are preferred as prefabricated parts in the Soil driven in or inserted into boreholes or out In-situ concrete made in boreholes.
  • the pairs of precast panels on the Foundation pillars set with connecting parts, together Shear-proof connected by grouting and perforated Anchor heads are provided.
  • the existing soil is so using the capillary cohesion as steep as possible and as close as possible to the wall excavated.
  • the precast panels are used until the Provisionally counter ground anchors using the anchor heads Tipped over.
  • the space between the precast panels and the cut one Soil is filled with soil or bulk material that is compressed and receives drainage.
  • the filling is preferably made of bulk material or earth material installed in layers and compacted so that the tension rods the ground anchor is embedded on the surface of such a layer are.
  • the tie rods of the ground anchors extend into boreholes grown soil and are with this by mortar or Granules bonded in a shear-resistant manner
  • the tie rods can Have anchor tie rod heads in wall recesses and light be tense.
  • the wall produced by the method according to the invention consists of pairs 1 of prefabricated plates basically any, sufficiently firm and stable Building materials, e.g. Concrete, wood or steel. It rests on the vertical joints on foundation pillars 2. These lead to in frost-free soil and have one for receiving the Wall weight sufficient diameter.
  • the gap between the inner and outer slab is made of concrete or pour mortar.
  • the earth pressure on the wall is caused by Ground anchor 3 transferred into the grown soil 4. This is the foundation effort with sufficient frost protection less than with floating support structures, and the The effort for anchoring is less than for the Reinforced earth and soil nailing.
  • the thing to be moved Soil volume is less than the above Construction methods apart from soil nailing.
  • the foundation piers 2 are like axially stressed piles Load transfer dimensioned, but require because of the light wall weight and mostly in frost-free depth considerable soil strength only small dimensions.
  • the manufacturing effort is low: as prefabricated parts made of concrete or steel, they are driven in dynamically, from in-situ concrete they can be temporary due to capillary cohesion stable boreholes can be easily inserted. Also Combination designs are possible, e.g. with a gradually widened by repetition and repeated borehole filled with dry mortar using a pneumatic hammer.
  • To put on the walls get the Pillar headboards 5 made of concrete or metal. The walls will temporarily supported with supports 6. The joints between the walls - if necessary using an inserted Hose 7 in grooves - shear-proof closed.
  • the plates have anchor heads 8 with openings for passage the anchor rods.
  • the upcoming floor 4 is under Utilization of the capillary cohesion as steep and in cut short distance from the foundation pillars 2.
  • a drain pipe 9 the space between the wall and the cut floor 4 first up to the height of the first Anchor layer filled with bulk material or soil.
  • Tension rods 10 are inserted into the boreholes and the annular gap 11 is used for thrust transmission using mortar or compacted Granules (principle of the sand anchor) filled.
  • the anchor tension rod heads are already built into wall holes, and the ground anchors 3 were grown against the thrust transmission line in the Floor slightly tense.

Landscapes

  • Engineering & Computer Science (AREA)
  • Environmental & Geological 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)
  • Structural Engineering (AREA)
  • Joining Of Building Structures In Genera (AREA)
  • Piles And Underground Anchors (AREA)
  • Catching Or Destruction (AREA)
  • Bulkheads Adapted To Foundation Construction (AREA)
  • Foundations (AREA)

Claims (9)

  1. Procédé pour la stabilisation d'un talus, dans lequel une paroi de soutènement est érigée à distance du sol escarpé (4) en utilisant des pièces préfabriquées et l'espace entre la paroi de soutènement et le sol escarpé (4) est rempli, la paroi de soutènement étant maintenue par des tirants d'ancrage (3) insérés dans le sol qui s'est agrandi, caractérisé en ce que la paroi de soutènement se compose de paires (1) de plaques préfabriquées qui sont placées sur des piliers de fondation (2), les plaques préfabriquées étant reliées par du mortier ou du béton coulé sur place, en ce que l'espace rempli avec des matériaux en vrac ou de la terre entre les plaques préfabriquées et le sol s'étant agrandi (4) est drainé, et en ce que les tirants d'ancrage (3) sont insérés à travers les plaques préfabriquées dans le sol s'étant agrandi (4) et sont tendus contre les plaques préfabriquées.
  2. Procédé selon la revendication 1, caractérisé en ce que les piliers de fondation (2) sont disposés sous les joints verticaux des plaques préfabriquées et sont enfoncés jusqu'à une profondeur à l'abri de la gelée.
  3. Procédé selon la revendication 1, caractérisé en ce que les piliers de fondation (2) sont enfoncés dans le sol (4) sous forme de pièces préfabriquées ou sont insérés dans des trous ou sont fabriqués à partir de béton coulé sur place dans des trous.
  4. Procédé selon la revendication 1, caractérisé en ce que les paires (1) de plaques préfabriquées sont placées sur les piliers de fondation (2) au moyen de pièces de raccordement, sont reliées les unes aux autres par un scellement de joint de manière résistant à la poussée et sont pourvues de têtes d'ancrage (8) perforées.
  5. Procédé selon la revendication 1, caractérisé en ce que les plaques préfabriquées sont provisoirement protégées contre le basculement jusqu'au montage des tirants d'ancrage en utilisant les têtes d'ancrage.
  6. Procédé selon la revendication 1, caractérisé en ce que l'espace entre les plaques préfabriquées et le sol escarpé est rempli de terre ou de matériau en vrac, qui est compacté et qui subit un drainage.
  7. Procédé selon la revendication 1, caractérisé en ce que le remplissage avec du matériau en vrac ou de la terre est réalisé par couches et est compacté de telle sorte que les barres tendues des tirants d'ancrage soient noyées à la surface d'une de ces couches.
  8. Procédé selon la revendication 1, caractérisé en ce que les barres tendues (10) des tirants d'ancrage (3) pénètrent dans des trous dans le sol s'étant agrandi (4) et sont connectées à celui-ci de manière résistant à la poussée par du mortier ou du granulat.
  9. Procédé selon la revendication 4, caractérisé en ce que les barres tendues d'ancrage présentent des têtes de barres tendues d'ancrage dans des renfoncements de la paroi et sont facilement tendues.
EP98122420A 1997-12-09 1998-11-26 Procédé pour la stabilisation d'une pente Expired - Lifetime EP0922810B1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
DE19754506 1997-12-09
DE19754506A DE19754506A1 (de) 1997-12-09 1997-12-09 Pfeiler-Anker-Stützkonstruktion

Publications (2)

Publication Number Publication Date
EP0922810A1 EP0922810A1 (fr) 1999-06-16
EP0922810B1 true EP0922810B1 (fr) 2003-05-14

Family

ID=7851181

Family Applications (1)

Application Number Title Priority Date Filing Date
EP98122420A Expired - Lifetime EP0922810B1 (fr) 1997-12-09 1998-11-26 Procédé pour la stabilisation d'une pente

Country Status (3)

Country Link
EP (1) EP0922810B1 (fr)
AT (1) ATE240438T1 (fr)
DE (2) DE19754506A1 (fr)

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB2351518B (en) * 1999-07-01 2003-09-03 Cordek Ltd Improvements in or relating to facings for a ground slope and method of building such facings
GB2356003B (en) * 1999-11-05 2003-10-01 Rmc Wall lining method and system

Family Cites Families (13)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
SE389358B (sv) * 1973-06-21 1976-11-01 Fodervaevnader Ab Anordning vid jordarmering.
DE2756047B1 (de) * 1977-12-15 1979-06-21 Hans Ribbert Anordnung zum Verhindern des seitlichen Abrutschens von Dammgut der Boeschung eines von Fahrzeugen befahrenen Dammes
US4329089A (en) * 1979-07-12 1982-05-11 Hilfiker Pipe Company Method and apparatus for retaining earthen formations through means of wire structures
GR78036B (fr) * 1981-07-10 1984-09-26 Henri Vidal
DE8326632U1 (de) * 1983-09-16 1985-08-29 Wrede, Werner, 5500 Trier Gittersatz zur Bildung einer Böschungsbefestigung
CA1222384A (fr) * 1985-11-22 1987-06-02 Boris Netupsky Mur de soutenement
GB2199603A (en) * 1986-12-13 1988-07-13 Colin John Francis Phili Jones Anchored soil structure
DE3931316C2 (de) * 1988-03-31 1999-02-11 Hermann Dr Ing Lohmiller Verfahren zur Herstellung einer Verbau- oder Stützwand für Geländeeinschnitte
CH676015A5 (fr) * 1988-05-16 1990-11-30 Hermann Claus
FR2641295B1 (fr) * 1989-01-03 1991-12-13 Flourens Bruno Procede et dispositif pour l'ancrage des ecailles de soutien d'un mur en terre armee
CH683434A5 (de) * 1991-06-11 1994-03-15 Hermann Claus Verkehrswegesanierung an abrutschgefährdeten Hanglagen.
CH684102A5 (de) * 1991-11-08 1994-07-15 Hermann Claus Verfahren und Einrichtung zur Stabilisierung von Verkehrswegen an Hanglagen.
DE19616188C2 (de) * 1996-04-23 1998-07-02 Jan Dipl Ing Forster Verfahren zum Errichten einer Wand in einem Boden

Also Published As

Publication number Publication date
ATE240438T1 (de) 2003-05-15
EP0922810A1 (fr) 1999-06-16
DE19754506A1 (de) 1999-06-10
DE59808348D1 (de) 2003-06-18

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