EP0257382B1 - Méthode pour stabiliser des matériaux de sol - Google Patents

Méthode pour stabiliser des matériaux de sol Download PDF

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Publication number
EP0257382B1
EP0257382B1 EP87111297A EP87111297A EP0257382B1 EP 0257382 B1 EP0257382 B1 EP 0257382B1 EP 87111297 A EP87111297 A EP 87111297A EP 87111297 A EP87111297 A EP 87111297A EP 0257382 B1 EP0257382 B1 EP 0257382B1
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EP
European Patent Office
Prior art keywords
soil
reinforcing elements
suspension
earth
laid
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
EP87111297A
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German (de)
English (en)
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EP0257382A2 (fr
EP0257382A3 (en
Inventor
Hermann Claus
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Individual
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Individual
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Priority to AT87111297T priority Critical patent/ATE63770T1/de
Publication of EP0257382A2 publication Critical patent/EP0257382A2/fr
Publication of EP0257382A3 publication Critical patent/EP0257382A3/de
Application granted granted Critical
Publication of EP0257382B1 publication Critical patent/EP0257382B1/fr
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    • 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
    • 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
    • E02D29/0258—Retaining or protecting walls characterised by constructional features
    • E02D29/0266—Retaining or protecting walls characterised by constructional features made up of preformed elements
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil

Definitions

  • the present invention relates to a method for stabilizing soil material with the addition of an aqueous suspension of a binder.
  • Soil stabilization problems arise not only on slopes, but also wherever the soil loses strength due to environmental influences, in particular by washing out the binding soil, and has to be subjected to greater loads, as is the case, for example, on driveways, parking lots, etc. .
  • DE PS 3 127 350 describes a method for soil stabilization, according to which the soil to be stabilized is first excavated, then sprayed with a stabilizing agent, then mixed and finally poured back into the trench.
  • this method can be used for soil stabilization in flat terrain, it was not able to assert itself due to the disadvantages inherent in it.
  • the entire process is quite expensive, since an addition of 100 to 130 kg of cement must be expected per cubic meter of soil and, furthermore, the material treated in the manner described has a very low tensile strength, which is particularly important on slopes.
  • a geotextile which has proven itself very well as a reinforcing material for soil stabilization, is preferably used for the production of the reinforcing elements. Descriptions of geotextiles can be found in the SN standard 640 550 "Geotextiles, terms and product descriptions" as well as in “Geotextile manual of the Swiss Association of Geotextile Experts", publisher Vogt and Schild, Solothurn.
  • 1 is a simplified sectional view of a reinforcement element laid in the floor
  • 2 shows a slope covered with reinforcement elements before filling up the slipped soil
  • 3 to 5 show further embodiments of reinforcing elements in section
  • 6 illustrates, also in section, the arrangement of reinforcement elements for the purpose of stabilizing deeper soil layers
  • 7 uses a sectional view to illustrate the use of the method according to the invention in the stabilization of forest and field paths
  • 8 is a vertical section through a dam created according to the method according to the invention
  • 9 is a sectional view along the line IX-IX in FIG. 8
  • 10 and 11 illustrate the application of the method according to the invention in the anchoring of retaining walls
  • 12 is a top view of the arrangement shown in section in FIG.
  • FIG. 11; 13 shows a further variant of the reinforcement elements
  • 14 shows the prepared slope surface before laying the reinforcement hoses
  • FIG. 15 is a plan view of a slope area remaining after a landslide after the installation of reinforcement hoses
  • 16 is a sectional view of the slope section renovated according to the invention.
  • Fig. 1 shows a simplified section of a reinforcement element 1 laid in the ground E.
  • the latter has a flexible reinforcement hose 2 made of an unsustainable, alkali-resistant and tear-resistant material, preferably of a geotextile, the mesh size of which is selected so that it is the largest grain of water Binder suspension contained still lets through.
  • the supply hose 3 provided with outlet openings 3a serves to supply the aqueous binder suspension and can, at its free end, which preferably protrudes from the reinforcement hose 2, with the aqueous binder suspension be loaded.
  • the end section of the feed hose opposite this free end is generally tightly closed, so that the aqueous binder suspension can only exit through the outlet openings 3 a, that is to say inside the reinforcement hose 2.
  • a number of reinforcement elements 1 are first laid at mutual intervals on the soil remaining after the slide or excavation (FIG. 2) and then covered with the existing soil Ea, so that the reinforcement elements 1 are surrounded on all sides by the soil are.
  • the reinforcement hoses 2 are fed via the feed hoses 3 with the aqueous binder suspension, which e.g. Lime, cement, silicate, mortar, concrete, synthetic resins, etc. may be present and, depending on the prevailing conditions (inclination of the ground, strength of the soil, etc.), is supplied without pressure or under low pressure.
  • the suspension flows from the supply hose 3 on both sides into the reinforcement hose 2 and through it into the surrounding soil E.
  • the binder has solidified or set or hardened, the entire environment of the reinforcement hose 2 is solidified, since the suspension fills up all gaps in the soil, with the reinforcement hose 2 naturally also being firmly embedded in the stabilized soil.
  • the reinforcement hose 2 fulfills a double function: on the one hand, it serves as an infiltration element which ensures the all-round distribution of the binder suspension; on the other hand, it gives the ground an increased resistance to tensile stress, which is particularly important when it comes to slope stabilization, wall anchoring, etc.
  • the floor material is glued by the described binder injection and thus solidified or stabilized so that it can also absorb larger pressure loads.
  • FIG. 2 shows the reinforcement elements 1 after they have been laid and before filling up the slipped or removed soil Ea. Since the existing soil Ea is reused, it is no longer necessary to remove it and, on the other hand, there is no need to purchase the material previously required (sand, gravel, etc.). After the reinforcement elements are covered by the soil Ea, the binder suspension is introduced from a cistern wagon L via a hose S into the free openings 3B of the supply hoses 3 until the latter has sufficiently penetrated the soil.
  • the method described also offers the possibility of solidifying only certain zones of a slope by providing the supply hose with outlet openings only over the partial lengths corresponding to these zones.
  • a reinforcing element is thus used for the first time in soil stabilization not only to improve tensile stress, but also to transport and infiltrate the binder suspension.
  • These two functions can also be taken over by the variant according to FIG. 3, in which only one reinforcement hose 3 is provided, in the central region of which a spacer 4 is arranged.
  • This spacer 4 can be, for example, a rigid plastic profile, that is to say that it cannot be compressed by earth pressure, the lateral openings for passage has the binder suspension.
  • the central region 2a of the reinforcing hose 2 is reinforced and rigid, while smaller spacers 5 are formed on the inner wall of the hose, which in turn have openings for the binder suspension.
  • the infiltration reinforcement need not necessarily be in the form of a hose. 5, two webs 6, 7 of a relatively thick (for example 5 to 15 mm) geotextile are placed on top of one another, between which in turn there is a supply hose 3 provided with lateral outlet openings.
  • This sandwich form also fulfills the intended purpose: the binder suspension flowing into the supply hose 3 is distributed in the direction of the arrow and, taking into account the surrounding soil material, forms a stabilized soil zone that can absorb compressive and tensile forces.
  • a plurality of reinforcement elements 1 are preferably arranged offset in different planes.
  • Fig. 7 illustrates the renovation of the washed and extended ruts of forest and field paths.
  • the ruts F1 and F2 are first milled out to depth T, whereupon the reinforcement elements 1 are inserted and covered with the milled bottom material. Now the binder suspension is injected, which spreads in the direction of the arrow and forms the stabilized ruts, while the vegetation remains undisturbed on the other parts of the path.
  • the reinforcing elements 1 are rolled out at different levels when the soil is poured out and, after the dam has been completed, are filled with the binder suspension, which is supplied via a line S (see FIG. 2). It goes without saying that the reinforcing elements in all the described embodiments can also be laid, for example, in a U-shape, in a spiral shape or in any other shape.
  • reinforcement elements according to FIG. 1 can be used, the feed hoses 3 of which can be passed through the wall M so that they can be loaded from outside the wall.
  • a further floor layer is poured on after the reinforcement elements have been rolled out and anchored to the wall M.
  • steel reinforcements such as steel cables or tapes can also be installed with the reinforcement elements.
  • a wall M was securely anchored in that first several trenches opening against the wall were milled out to depth T, in which the reinforcement elements 1 were then rolled out, covered with soil and then as in the variant Fig. 10 from outside the wall or from the other end of the feed hoses 3 were loaded with the binder suspension. In comparison to the usual anchoring methods, there is also no need to drill and create the ground anchors.
  • the infiltration reinforcements could also be designed in the form of cushions 9 (FIG. 13), which can consist, for example, of two geotextile mats lying one above the other and attached to one another.
  • the end of the supply hoses 9 lie between the two geotextile mats and are preferably provided with outlet openings only in the area of the geotextile cushions 8.
  • the shape of the supply hoses 9 can be adapted to the requirements in the pillow area, for example as shown at point 9a, so that there is more or less strong infiltration.
  • FIGS. 14 to 16 A further embodiment of the method according to the invention is shown in FIGS. 14 to 16.
  • the slope surface H 1 remaining after a landslide is processed by means of an excavator in such a way that a wave or step-shaped surface H2 arises. Should the slope H 1 be wave-shaped from the beginning or have a large number of depressions, this first machining step according to FIG. 14 can be omitted.
  • a first geotextile web G1 is now placed with a mesh size of, for example, 0.5 to 2.0 mm, which can have, for example, a width of 2 m and a mesh size of 1.5 mm. For reasons to be explained below, this laying takes place at an angle ⁇ to the fall line FL.
  • a first provided with outlet openings hose 10 is meandered on the first geotextile web G 1, fixed by means of steel nails 11 and covered with a second geotextile web G 2, whereupon the whole is covered with the existing, slipped soil E.
  • the aqueous suspension is introduced from above and penetrates through the openings of the hose 10 and the meshes of the geotextile tracks G 1 and G 2 into the surrounding earth.
  • the desired effect is achieved that the aqueous suspension, as soon as there is no replenishment from above, remains in the sections a (Fig. 15) that extend downwards and thus has time to gradually emerge laterally and infiltrate the surrounding soil. This effect is reinforced by the step-like preprocessing of the slope area according to FIG. 14.
  • FIG. 15 there is an untreated strip of earth E u between two rehabilitation lanes, which must be left free in order not to disturb the natural water balance. Thanks to the sloping, these untreated earth stiffeners E u can be kept wide without a risk of slipping to the fall line FL at an angle ⁇ running the rehabilitation tracks or reinforcement hoses 10. Arrows in Fig. 15 indicate how the untreated soil is supported on the rehabilitated sections and is held by them.
  • the mesh size of the geotextile webs G 1 and G 2, the outlet openings 3a (FIG. 5) of the hose and the delivery capacity of the pump can be coordinated with one another in such a way that the desired dynamic pressure results.
  • the existing, inferior soil can be reinforced on site at the same time with little effort in terms of working time and material in order to absorb the tensile forces and solidify with a view to absorbing compressive forces by means of binder infiltration. Because the reinforcement elements the binder supply and take over its distribution, there is no need for the usual mixing and compacting of the material, which is otherwise only possible with a special soil composition and could only be carried out under certain moisture conditions.
  • the geotextiles have proven to be particularly useful for use as reinforcing elements, but could also be replaced by other alkali-resistant and tear-resistant materials.
  • the aqueous suspension can e.g. also in several successive phases, if necessary with the inclusion of waiting times. For example, it would also be possible to first add silicate gel pH 12 to 13 and then infiltrate the soil with cement milk W / Z 0.8 to 1.0.

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Civil Engineering (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Paleontology (AREA)
  • General Engineering & Computer Science (AREA)
  • Environmental & Geological Engineering (AREA)
  • Soil Sciences (AREA)
  • Agronomy & Crop Science (AREA)
  • Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
  • Floor Finish (AREA)
  • Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
  • Soil Working Implements (AREA)

Claims (8)

  1. Procédé pour stabiliser du remblai par adjonction d'une suspension aqueuse d'un liant, caractérisé en ce que, sur le sol subsistant après un glissement ou une excavation, est posée une série d'éléments d'armature (1, 2) qui sont constitués d'une matière flexible résistante aux agents alcalins et à la déchirure, renferment un canal servant à l'introduction d'une suspension aqueuse et sont pourvus, au moins partiellement, d'ouvertures dont la dimension est supérieure à celle du grain le plus gros du liant en suspension, qu'en outre les éléments d'armature posés sont recouverts de la matière de sol ayant subi le glissement ou l'excavation, de telle sorte qu'à l'exception d'une section d'extrémité, ils soient entourés de toutes parts par la matière de sol et que la suspension aqueuse est introduite par les sections d'extrémité ouvertes des éléments d'armature et peut ainsi s'échapper, par les ouvertures de ces éléments d'armature, dans le terrain qui les entoure et s'y solidifier.
  2. Procédé suivant la revendication 1, caractérisé en ce que les éléments d'armature sont constitués par de longs boyaux souples qui sont posés à des profondeurs différentes et avec un décalage mutuel dans la matière de sol à stabiliser.
  3. Procédé suivant la revendication 1 ou 2, caractérisé en ce que, sur la surface de sol subsistant après un glissement ou une excavation, éventuellement après un profilage à gradins, est posée une première bande géotextile présentant des mailles d'une dimension de 0,5 à 2,0 mm sur laquelle est disposé, en serpentin, un boyau souple pourvu d'ouvertures de débit qui sert d'élément d'armature et est à son tour recouvert d'une seconde bande géotextile, après quoi l'ensemble est recouvert de la terre ayant subi le glissement ou l'excavation et finalement la suspension aqueuse est introduite par le haut dans le boyau souple.
  4. Procédé suivant la revendication 3, caractérisé en ce qu'on introduit, comme suspension aqueuse, dans le boyau souple, au cours d'une première phase, un gel silicate et, au cours d'une seconde phase, un lait de ciment.
  5. Procédé suivant la revendication 3, caractérisé en ce que la dimension des mailles des deux bandes géotextiles, les ouvertures de débit du boyau souple et la puissance de refoulement d'une pompe alimentant le boyau souple en suspension aqueuse sont mutuellement accordées d'une manière telle que la quantité de suspension sortant des ouvertures de débit du boyau souple excède celle qui peut en même temps parvenir, à travers les mailles des bandes géotextiles, dans le terrain qui les entoure, de sorte qu'initialement, c'est-à-dire peu après le début de l'introduction de la suspension aqueuse, s'établit, en dessous de la bande géotextile supérieure, une pression qui soulève quelque peu cette bande géotextile supérieure avec le terrain voisin, après quoi, au terme du refoulement de la suspension aqueuse, le terrain repousse à nouveau la bande géotextile supérieure vers le bas et s'imprègne ainsi de plus en plus de la suspension aqueuse.
  6. Procédé suivant l'une quelconque des revendications 1 à 5, caractérisé en ce que les éléments d'armature en forme de boyau souple sont ancrés dans le terrain sous-jacent à l'aide de clous d'acier pour empêcher ainsi en même temps la formation d'une interface glissante sous-jacente.
  7. Procédé suivant l'une quelconque des revendications 1 à 6, caractérisé en ce que les éléments d'armature sont posés sous un angle par rapport à la déclivité de la pente pour ainsi gêner le glissement des bandes de terrain non traité qui se trouvent entre les éléments d'armature.
  8. Procédé suivant la revendication 1 pour stabiliser la matière de sol dans la zone d'un mur de soutènement, caractérisé en ce que, dans la matière de sol voisine du mur de soutènement, sont ménagées une ou plusieurs tranchées dans lesquelles des éléments d'armature sont posés de manière telle que leur section d'extrémité située du côté du mur de soutènement soit ancrée dans ce mur de soutènement, après quoi, les éléments d'armature sont recouverts de terre et la suspension aqueuse de liant est introduite par leurs sections d'extrémité ouvertes.
EP87111297A 1986-08-20 1987-08-05 Méthode pour stabiliser des matériaux de sol Expired - Lifetime EP0257382B1 (fr)

Priority Applications (1)

Application Number Priority Date Filing Date Title
AT87111297T ATE63770T1 (de) 1986-08-20 1987-08-05 Verfahren zur stabilisierung von bodenmaterial.

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CH3341/86 1986-08-20
CH334186 1986-08-20

Publications (3)

Publication Number Publication Date
EP0257382A2 EP0257382A2 (fr) 1988-03-02
EP0257382A3 EP0257382A3 (en) 1988-10-12
EP0257382B1 true EP0257382B1 (fr) 1991-05-22

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Family Applications (1)

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EP87111297A Expired - Lifetime EP0257382B1 (fr) 1986-08-20 1987-08-05 Méthode pour stabiliser des matériaux de sol

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EP (1) EP0257382B1 (fr)
AT (1) ATE63770T1 (fr)
DE (1) DE3770215D1 (fr)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102635090A (zh) * 2012-04-28 2012-08-15 上海市水利工程设计研究院 一种适用于超高流速土基潜水基床的护面结构

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
NL1038670C2 (nl) * 2011-03-14 2012-09-17 Waterslag B V Inrichting voor in-situ bodemsanering, werkwijze voor het vervaardigen daarvan en werkwijze voor in-situ bodemsanering.
CN114277811B (zh) * 2021-12-17 2023-11-14 青岛地质工程勘察院(青岛地质勘查开发局) 一种岩土工程治理用防滑坡的边坡加固装置

Family Cites Families (11)

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Publication number Priority date Publication date Assignee Title
FR470528A (fr) * 1914-03-20 1914-09-15 Albert Francois Procédé d'imperméabilisation par cimentation des terrains aquifères fissurés
US3099911A (en) * 1958-10-08 1963-08-06 Lee A Turzillo Means of grouting or concreting
US3524320A (en) * 1967-01-23 1970-08-18 Lee A Turzillo Method of protecting areas of an earth situs against scour
US3518834A (en) * 1968-05-09 1970-07-07 Soil Testing Services Inc Grouting system
BE791060A (fr) * 1971-11-08 1973-03-01 Chitis Wolf Procede et dispositif pour consolider les sols et ameliorer la base d'appui de piliers ou structures similaires de fondation
DE2237707A1 (de) * 1972-08-01 1974-02-07 Bayer Ag Draenageelement fuer den erd-, grundund wasserbau
ES414763A1 (es) * 1972-11-17 1976-06-01 Naue Kg E A H Perfeccionamientos en esteras de proteccion contra la ero- sion.
GB1417479A (en) * 1973-09-25 1975-12-10 Turzillo L A Means and method for producing cementitious mat-like slope covers
JPS5310765B2 (fr) * 1974-03-04 1978-04-17
GB1603510A (en) * 1978-05-31 1981-11-25 Intrusion Prepakt Uk Ltd Casing for a matress for lining or facing a land surface
EP0138259A3 (fr) * 1983-09-29 1986-04-16 Fluvio Labor, Personenvennootschap met beperkte aansprakelijkheid Massif filtrant et procédé de réalisation d'un talus de digue renforcé

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102635090A (zh) * 2012-04-28 2012-08-15 上海市水利工程设计研究院 一种适用于超高流速土基潜水基床的护面结构

Also Published As

Publication number Publication date
EP0257382A2 (fr) 1988-03-02
DE3770215D1 (de) 1991-06-27
ATE63770T1 (de) 1991-06-15
EP0257382A3 (en) 1988-10-12

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