EP2884007A1 - Wiederherstellung und Verstärkung eines Abhangs - Google Patents

Wiederherstellung und Verstärkung eines Abhangs Download PDF

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Publication number
EP2884007A1
EP2884007A1 EP14004147.6A EP14004147A EP2884007A1 EP 2884007 A1 EP2884007 A1 EP 2884007A1 EP 14004147 A EP14004147 A EP 14004147A EP 2884007 A1 EP2884007 A1 EP 2884007A1
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EP
European Patent Office
Prior art keywords
scarp
soil
retaining wall
geotextile
draining
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Application number
EP14004147.6A
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English (en)
French (fr)
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EP2884007B1 (de
Inventor
Mägi Arvu
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Amhold AS
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Amhold AS
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Priority claimed from EEU201300097U external-priority patent/EE01304U1/et
Application filed by Amhold AS filed Critical Amhold AS
Publication of EP2884007A1 publication Critical patent/EP2884007A1/de
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Publication of EP2884007B1 publication Critical patent/EP2884007B1/de
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    • 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
    • E02D29/0208—Gabions

Definitions

  • the invention belongs to the field of construction and preservation of natural environment, more particularly, restoration, reinforcement scarps or a steep slope, preservation of its natural state as well as prevention of erosion and landslips.
  • the coastal scarps of a water body (such as an ocean, sea, river, lake), a valley or artificial pit become weathered and disintegrate by the effect of wind, rain, contained surface water, water flow and significant alteration between minus and plus degrees of outdoor temperature (incl. disintegration resulting from volumetric expansion of freezing soil and then shrinking of the expanded soil in the course of thawing).
  • numerous landslips of the scarp soil occur as a result of human activity or earthquakes.
  • Natural slopes or scarps have predominantly a very complex structure and the quantity and state of surface water contained in the scarp as well as the causes of erosion are dependent on very many factors (such as rainfall, wind, outdoor air temperature, etc.). Whilst these factors and the intensity of their effect change in time. Numerous factors have been determined empirically, wherefore it is necessary to make significantly allowance for high safety margins in solution planning. Therefore the solutions for ensuring the stability of a scarps, for example, when building a retaining wall, should also account for various climatic, geological and hydrogeological conditions and thus these solutions are by nature very elaborate, resource-intense, multifaceted and diverse.
  • a base frame is installed at the bottom of the body of water.
  • a ballast supporting member is fixed to the base frame, and ballast, such as rocks, can be mounted to the frame, and the frame can be anchored in position.
  • a barrier wall is fixed to the frame.
  • slope protection with the following structure: filter layers, metal frames, soli with vegetation, a retaining wall and drains.
  • the slope is excavated to form steps, platforms and transverse drains in the slope. Drains and platforms are laid at the foot of each step in the slope.
  • the fastening elements of the metal frames are positioned on the retaining wall, platform and drains.
  • the vertical elements of the metal frame are assembled to form vertical units of the metal frame along the slope.
  • the transverse elements of metal frames are assembled to cover the slope. Vegetation soils and vegetation belts are laid on the metal frame, the plants grow through the metal frame and protect the slope against erosion.
  • each layer consist of at least one primary reinforcement and a separation element, which is arranged so that the primary segment lies along the horizontal plane: Then it is folded onto itself, the folded segment continues with a second segment in order to contain at least one portion of material. Outwards by the folded segment, i.e. towards the first segment, each layer has a second reinforcement element that preferably consists of a containment frame for containing the bulk material, which covers the first reinforcement layer.
  • the most technically similar to the presented one is the method for slope reinforcement by means of geosynthetic materials ( US2007041793 , MEGA, INC, published 22.02.2007).
  • the presented solution contains the following stages: preparation of the soil remaining under the reinforcement; containers made from geosynthetic material are placed on the prepared surface; the containers are filled with fine-grained material; then the reinforcement structure is erected and at least one structure is reinforced for supporting the container structure; the material for covering the surface of the structure and the fill material of containers is selected; the area behind the containers is filled with soil and a drain layer and water guiding pipelines are installed in the slope prior to the installation of containers.
  • a retaining wall is created of layers of compacted filtering mineral soil surrounded by pre-tensioned geotextile.
  • the retaining wall is created up to the initial height and width of the scarp.
  • the retaining wall ensures the stability of the scarp soil that is at risk of slips.
  • the soil layers of the retaining wall are composed of parts with different geophysical properties (incl. filtration rate, granulometric composition).
  • parts of the soil layers of the retaining wall also form a vertical and horizontal protective filter, ensuring thereby natural water regime of the soil parts of different nature in the scarp, and protecting the various soil layers of the scarp against the impact of changes in outdoor temperature and state of the surface water, as well as against other effects, such as waves, water flow, rain, ice, wind, earthquake, vibration caused by human activities, etc.
  • the retaining wall is covered on top with erosion control mats, which are reinforced with a double mesh of inert material and contain materials that promote plant growth, resulting in a supplementary naturally renewing, biologically stable grid that protects the scarp surface at the front and on top of the restored scarp, preventing the erosion at the front face of the scarp.
  • the retaining walls are created in steps in the form of terraces running along the slope over the whole area at risk of land slips, thus ensuring stability of high scarp as well.
  • a reinforced scarp structure comprising a scarp surface restored by removing weathered soil; a scarp front edge; a scarp foothill; a firm soil layer; retaining wall structure, said retaining wall structure comprising:
  • a restoring and reinforcing structure for a scarp the structure comprises:
  • the figure presents a cross-section of a restored and reinforced scarp according to the invention.
  • the exemplary embodiment of the invention is scarp 1, where the front face 2 has substantially regressed from original boundary 3 due to erosion or landslips.
  • Scarp body 4 is formed by soil layers and sections 5, 6 of different geotechnical properties, in which harder soil layers 5 of different petrification stadiums and weaker soil layers 6 that become leached upon saturation with water, are dominant.
  • a slip-prone area 7 of the remaining scarps is building 8 as an artificial load, for which caving along possible slip surface 9 is also probable as a result of the future impacts of erosion of scarp 1, its geophysical factors, earthquakes or human activities in the course of time.
  • front face 2 of the scarp decompose through freezing and thawing and fall at the foothill 10 of the scarp, from where the loose or weathered soil 11 is washed away from the scarp foothill 10 by the action of waves, water flow and rain, often into water body 12, such as a sea or a river.
  • front face 2 of the scarp remains continuously exposed to the action of waves, water flow and ice of the water body, such as a sea or a river.
  • foothill 10 and front face 2 of the regressed scarp is cleared of weathered soil 11, and a pit 14 for retaining wall 13 is created in subsoil 15 below scarp foothill 10 (below the minimum level 16 of the water body in case of a bank of a water body).
  • the bottom 17 of pit 14 is filled with layer 18 of mineral soil with coarse granulometric composition, whereas the layer of mineral backfill is created with the minimum thickness 0.1-0.5 m and is compacted to subsoil 15 so that a firm, even and level soil layer 19 is formed, with the minimum downward gradient of two per cent away from scarp 1, functioning as the foundation 20 of retaining wall 13 and future works.
  • firm subsoil 15 such as rock
  • the foundation 20 of the retaining wall is formed from subsoil 15 by shaping it with a minimum downward gradient of two per cent away from scarp 1.
  • a horizontal protective filter 22 of draining mineral soil 21 is installed at the foothill 10 of the existing scarp, reaching over the boundary 3 of the initial scarp by the double thickness of the horizontal protective filter.
  • the horizontal protective filter 22 is surrounded by draining geotextile 23.
  • the horizontal protective filter 22 is formed of soil sections 24 of different properties, while the seepage coefficient thereof substantially increases towards water outlet.
  • the seepage coefficient of the first soil section 25 of horizontal protective filter 22 is two m/day, which is the soil section 24 of the protective filter with the smallest seepage coefficient.
  • Soil sections 24 of protective filter of different seepage coefficient which differ from one another by four and eight times in average (seepage coefficients e.g. two m/day, eight m/day and sixteen m/day) are separated from one another also by means of draining geotextile 23, whereat geotextile 23 is pre-tensioned.
  • the thickness of horizontal protective filter 22 is selected so that a filter section with the width of one metre would have the capacity to filter in a time unit the maximum amount of surface water and rainwater seeping through a scarp width of one metre in one and a half times at minimum.
  • geogrid 26 of inert material is placed on the surface of the regressed scarp and anchored into the firm soil layer 5 beneath possible slip soil 9 in scarp 1 by means of inclined tensile ropes 27.
  • the anchors 28 of tensile ropes 27 are formed, for example, by pressing hardening liquid compound 29 into the firm soil layer 5 surrounding the end area of tensile rope 27.
  • Tensile ropes 27 are tensioned after the formation (hardening) of anchors 28 by means of respective tension screws 30, resulting also in tensioning of geotextile 26 that supports the scarp, and the soil becomes tensioned, transforming the soil section of the regressed front face of scarp 1 into a monolith that stabilises the scarp, compensating thereby the horizontal pressure on soil on the front part of scarp 1 and stability of scarp 1 in case of loads caused by extraordinary and extreme factors.
  • draining geotextile 23 is installed under geogrid 26 prior to the installation of the latter, to maintain the water flow in the soil even and prevent small soil particles from washing out with water.
  • a rigid support 31 i.e a grillage is built of reinforced concrete on top of the horizontal protective filter 22, installing batter piles 32 underneath, which act on pull and pressure. At this, one row of piles is installed at an angle towards scarp 1 and act on pull, while the other row of piles is installed at an angle away from scarp 1 and acts on pressure. Batter piles 32 are installed so that the piles intersect under rigid support 31 on the vertical plane crossing its centre of gravity, at the same horizontal line that runs in parallel with the initial front face 3 of scarp 1.
  • Such arrangement of batter piles 32 ensures flexible deformation of rigid support 31 perpendicularly to scarp 1 around the horizontal line at the plane crossing the centre of gravity of rigid support 31 in case of earthquake or artificial vibration, and prevents the destruction of rigid support 31, when compared with the arrangement of rigid piles in known solutions.
  • rigid support 31 supports vertically retaining wall 13 and avoids land slip in the scarp.
  • Rigid support 31 is installed at the distance of 1/3 of the width of retaining wall 13 from the front edge of retaining wall 13, i.e. from the original front edge 33 of the scarp.
  • Such rigid base 31 and its arrangement ensures pre-tensioning of the draining geotextile surrounding the soil layers 34 of retaining wall 13 during the compacting of soil layers 34, as the soil layers 34 of retaining wall 13 that are surrounded by geotextile become compact and geotextiles 23 become tensioned with the downwards movement, since the parts of retaining wall 13 that are located on rigid support 31, i.e. the soil layers 34 of retaining wall 13, are not sinking downwards by the same volume.
  • the geotextile 23 of soil layer 34 of retaining wall 13 becomes tensioned, because the perimeter of soil layer 34 surrounded by geotextile increases with the elongation of the cross-section of the layer during soil compacting and the geotextile stretches flexibly and thus is pre-tensioned before it is seated in its final working position.
  • the retaining wall 13 is created, containing compacted layers 34 of mineral soil.
  • the compacted layers 34 of mineral soil are formed of parts 35 of soil layers with different geophysical properties, surrounded by geotextile 23.
  • the soil layer parts 35 which will locate on the outer surface 36 and inner surface 37 of the restored scarp section, are created from draining mineral soil 21, and these soil parts form the vertical protection filters 38 of the retaining wall.
  • the width of the draining soil part on the outer surface layer of the retaining wall is higher in the direction intersecting with the front edge 33 of the scarp than the maximum freezing depth of soil at the location of the scarp, while the maximum freezing depth has been determined on the basis of actual data from years of measurement (over 100 years).
  • the middle sections 40 of the scarp soil layers 34 are created either from fine-grain mineral soil 39 or draining mineral soil 21.
  • draining mineral soil 21 is less frequently available in nature than fine-grain (i.e. non-draining) soil 39. If there is draining mineral soil 21 available near the scarp, soil layers 34 are created only from the draining mineral soil 21. If draining mineral soil 21 is unavailable near scarp 1, the existing granular soil, i.e. fine-grain mineral soil 39, is sieved into fractions of different granulometric composition, obtaining the draining mineral soil 21 with uniform grain size (i.e. from the part with more coarse, uniform granulometric composition), in which the cohesion force of water between grains (i.e. cohesiveness of soil) is not dominant and the capillary rise of water in the soil remains insignificant.
  • the front face of the retaining wall of the scarp under restoration is installed so that it coincides with scarp boundary 3 and is created upright or at a grade contingent on natural or functional conditions.
  • Soil layers 34 of retaining wall 13 are created by first installing the draining geotextile 23 and then installing, compacting by layers, the draining mineral soil 21 with seepage coefficient of two m/day at minimum up to soil layer thickness of 1/6-1/10 of the width of soil layer 34. Then the soil layer 34 of retaining wall is covered with geotextile 23, the ends and sides of which are installed with overlap that is approx. 1/5-1/10 of the length of soil layer thickness, are pre-tensioned and mutually anchored by means of stainless steel clamps 41 or by seaming with a rope of inert material, such as geotextile.
  • the soil layers 34 of retaining wall 13 are compacted to the compression degree of 0.98 at minimum.
  • the horizontal friction between layers of the retaining wall also increases substantially (soil layers 34 of retaining wall are arranged at an angle towards retaining wall 13 of scarp 1, and in case of lateral pressure of the soil to be supported, the compressive force should first exceed the weight of retaining wall 13, which is substantially higher than the frictional force of soil layer 34 of the retaining wall), wherefore the shifting of soil layers 34 of the retaining wall 13 in relation to one another and the deflection or shifting of retaining wall 13 externally, overreaching scarp 1 is excluded due to the horizontal pressure of scarp soil.
  • soil layers 34 of the retaining wall constitute uniform stable body and form and are resistant to the lateral pressure of soil in scarp 1 and to external factors.
  • the tensile strength of geotextile 23 is 50KN at minimum per section with the width of one metre and is sufficient for receiving the lateral pressure of soil.
  • the voids 42 remaining between the front face 2 of scarp supported with cleared and tensioned geogrid 26 and the soil layers 34 of retaining wall 13 are filled with draining mineral soil 21, which has the minimum seepage coefficient of two m/day and is compacted to the minimum compression degree of 0.98.
  • the geotextile 23 of the soil layers 34 of retaining wall is bound (having previously removed the layer of weathered and loose soil 11) by means of clamps of inert material to the pre-tensioned geogrid 26 and geotextile 23 of the front face 2 of the scarp.
  • Generating the flexible pretension in the geotextile 23 surrounding the soil layers 34 of retaining wall 13 ensures flexible functioning of the whole retaining wall 13, receiving the deformations caused by vibration and not permitting the retaining wall 13 to decompose or become fractioned due to vibration caused by earthquakes or machines or due to wave-form morphological deformation of soil as a result of earthquakes.
  • a vertical protective filter 38 has been formed in retaining wall 13, the first step of which is the draining geotextile 23 that covers the surface of the existing scarp. Due to the good draining capacity of the draining mineral soil 21 of the surface soils 34 of the retaining wall there is no permanently free water (such as gravitational water, percolating water, leachate) in soil layers 34 of the retaining wall and therefore major deformations in retaining wall 13 as a result of freezing of soil at below zero temperatures and re-thawing are excluded.
  • Erosion control mats 43 are reinforced with double grid of inert material 44, such as UV-resistant polypropylene mesh, and contain materials 45 that promote organic plant growth (such as vegetation soil with 100% of coconut fibre, straw or a mixture of straw and coconut fibre and plant seeds) and plant seeds 25 grams per one square metre at minimum.
  • the variety of plant seeds is selected according to growing capacity at the slope on the external face of the retaining wall and according to climatic conditions.
  • the erosion control mats 43 are anchored to geotextiles 23 of the soil layers 34 of the retaining wall by means of clamps 41 of inert material, such as 3-4 clamps of stainless steel per 1 m 2 at minimum, or by sewing with a string of geomaterial.
  • the front edge of an erosion control mat is placed under the growth soil layer 46 of the scarp and is secured into firm soil layer 5 by means of anchoring screws 47.
  • the front edge of the erosion control mat is also secured to subsoil 15 of the scarp at the foothill 10 of the scarp by means of anchoring screws 47.
  • the foothill 10 of the scarp is planned according to environmental conditions and is covered with counterweight 48 of material suitable for the environment, such as large granite boulders or chloride-resistant and weather-proof elements produced from heavyweight concrete, to protect the scarp from the impacts of waves and ice while also providing a counterweight 48 aligned with possible slip line of the scarp, to balance the slip mass weight formed of soil and artificial load.
  • the material or elements of counterweight 48 are installed at an angle to the body of water, forming thereby an ice breaker, as a result of which horizontally moving ice will break on its way to the scarp and accumulate at the foothill 10 of scarp 1.
  • foundation 49 of artificial load located in the slip-prone area 7 of scarp 1, such as building 8 is reinforced with batter piles 32 down to firm soil layer 5 located below possible slip soil 9.
  • Batter piles 32 are sunk or driven at an angle and intersect in the soil under building 8 at the horizontal line, which is parallel to the edge of the restored scarp (original natural front edge of the scarp), of a vertical plane passing through the centre of gravity of the building.
  • batter piles 32 ensures horizontal flexible wave-form movement of building 8 in the direction of a possible slip; however, the vertical pressure is received by batter piles 32 and due to this earthquackes do not cause landslips and destruction of the structures of building 8..
  • Batter piles 32 are connected by means of horizontal tensioning elements 50 in the plane of foundation 49 of building 8, thereby compensating the horizontal pressure of batter piles 32 on foundation 49 of building 8.
  • the top area and foot area of the retaining wall of restored scarp section can be used in addition (if needed) for the creation of building 8, whereby an additional stability factor for the functioning (preservation) of the retaining wall 13 of scarp 1 is achieved, because a supplementary counterweight 48 is created against the pressure of slip-prone soil mass 7 of scarp 1 and building 8.
  • a retaining wall with layers of compacted mineral soil surrounded by pre-tensioned geotextile constitutes a vertical as well as horizontal protective filter for guiding surface water and rainwater out from the scarp then creating, repairing and servicing of an additional system of drainage pipelines for guiding water out from behind a retaining wall made from concrete or steel (or another non-draining material) becomes unnecessary.
  • Surface water flows out from the vertical and horizontal protective filter in a short time.
  • the pre-tensioned retaining wall of compacted soil layers surrounded by geotextile is sufficiently flexible while also compact for the purpose of compensating deformations that could destroy and decompose the scarp as well as the retaining wall due to the impact of waves or vibrations caused by earthquakes and human activity.
  • Pre-tensioning of the geotextile and geogrid before it starts to function in the system of the retaining wall of the scarp contributes to maximum and efficient application of geotextile as a structural material in comparison to known solutions in which geotextile is not pre-tensioned and due to the elasticity of which major deformations occur before the maximum tensile strength of the geotextile has been reached.

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  • 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)
  • Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
EP14004147.6A 2013-12-10 2014-12-09 Wiederherstellung und verstärkung eines abhangs Not-in-force EP2884007B1 (de)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
EEU201300097U EE01304U1 (et) 2013-12-10 2013-12-10 Meetod astangu taastamiseks ja kindlustamiseks ning astangul paikneva tehiskoormuse toestamiseks
US14/510,374 US9228313B2 (en) 2013-12-10 2014-10-09 Restoration and reinforcement of a scarp

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EP2884007A1 true EP2884007A1 (de) 2015-06-17
EP2884007B1 EP2884007B1 (de) 2016-07-27

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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113431064A (zh) * 2021-08-05 2021-09-24 山西省交通规划勘察设计院有限公司 一种高速公路边坡防滑坡装置
CN118065406A (zh) * 2024-04-22 2024-05-24 北京建工四建工程建设有限公司 一种用于易剥蚀边坡的下沉式临坡建筑

Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0174253A2 (de) 1984-08-28 1986-03-12 ETAT FRANCAIS représenté par Le Ministère de l'Urbanisme et du Logement LABORATOIRE CENTRAL DES PONTS ET CHAUSSEES Plattenbekleidung für die Böschung von Erdmassen, zum Beispiel Erdmassen mit Bewehrung aus Textilschichten
EP0603460A1 (de) 1992-12-24 1994-06-29 RDB PLASTOTECNICA S.p.A. Innere verstärkte geotechnische Vorrichtung und ihr Herstellungsverfahren
WO1998039518A1 (en) 1997-03-03 1998-09-11 Eardley, David, J. Beach restoration structure and method
TWI262974B (en) 2004-06-29 2006-10-01 Der-Her Lee Construction method for slope protection
US20070041793A1 (en) 2005-06-16 2007-02-22 Moss Arthur L Fine-grained fill reinforcing apparatus and method
US20110286795A1 (en) * 2010-05-21 2011-11-24 R&B Leasing, Llc System and method for increasing roadway width incorporating a reverse oriented retaining wall and soil nail supports
US20120020745A1 (en) * 2010-07-23 2012-01-26 Miller Stanley Mark Tubular sock module with integrated geogrid extensions for constructing stabilized-earth walls and slopes

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0174253A2 (de) 1984-08-28 1986-03-12 ETAT FRANCAIS représenté par Le Ministère de l'Urbanisme et du Logement LABORATOIRE CENTRAL DES PONTS ET CHAUSSEES Plattenbekleidung für die Böschung von Erdmassen, zum Beispiel Erdmassen mit Bewehrung aus Textilschichten
EP0603460A1 (de) 1992-12-24 1994-06-29 RDB PLASTOTECNICA S.p.A. Innere verstärkte geotechnische Vorrichtung und ihr Herstellungsverfahren
WO1998039518A1 (en) 1997-03-03 1998-09-11 Eardley, David, J. Beach restoration structure and method
TWI262974B (en) 2004-06-29 2006-10-01 Der-Her Lee Construction method for slope protection
US20070041793A1 (en) 2005-06-16 2007-02-22 Moss Arthur L Fine-grained fill reinforcing apparatus and method
US20110286795A1 (en) * 2010-05-21 2011-11-24 R&B Leasing, Llc System and method for increasing roadway width incorporating a reverse oriented retaining wall and soil nail supports
US20120020745A1 (en) * 2010-07-23 2012-01-26 Miller Stanley Mark Tubular sock module with integrated geogrid extensions for constructing stabilized-earth walls and slopes

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113431064A (zh) * 2021-08-05 2021-09-24 山西省交通规划勘察设计院有限公司 一种高速公路边坡防滑坡装置
CN118065406A (zh) * 2024-04-22 2024-05-24 北京建工四建工程建设有限公司 一种用于易剥蚀边坡的下沉式临坡建筑

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