EP0070659A1 - Retaining wall and in situ method of construction - Google Patents

Retaining wall and in situ method of construction Download PDF

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Publication number
EP0070659A1
EP0070659A1 EP82303617A EP82303617A EP0070659A1 EP 0070659 A1 EP0070659 A1 EP 0070659A1 EP 82303617 A EP82303617 A EP 82303617A EP 82303617 A EP82303617 A EP 82303617A EP 0070659 A1 EP0070659 A1 EP 0070659A1
Authority
EP
European Patent Office
Prior art keywords
face
earth
reinforcing
particulate material
wall
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.)
Withdrawn
Application number
EP82303617A
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German (de)
English (en)
French (fr)
Inventor
Henri C. Vidal
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.)
Individual
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 EP0070659A1 publication Critical patent/EP0070659A1/en
Withdrawn legal-status Critical Current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

  • the present invention relates to internally stabilized earth structures and methods of constructing them. More particularly, the present invention deals with an internally stabilized earth structure and its construction in essentially unexcavated environments.
  • the stone column and sand column stabilization technique is not, however, well adapted to use in stabilization of embankments or slopes.
  • the reason for this is that stone columns and sand columns enhance compressive strength of the surrounding material but do not enhance the tensile and shear strength, of the surrounding material. Accordingly, failure of the slope material, which typically is a shear failure, is not resisted by horizontally disposed stone columns or sand columns.
  • ground anchors With ground anchors, deep inclined bores are provided, each of which has considerable length. An anchor is positioned in each bore and secured therein by grouting or the like. Subsequently, the face of the slope is shotcreted, or a concrete or steel facing is applied to the slope face. Thereafter, the ground anchors are stressed by creating tension therein. This tension retains the shotcreted, steel or concrete face and, as a result, the material of the underlying slope. See, for example, International Conference on Soil Reinforcement: Reinforced Earth and Other Techniques, Volume II, 552-53.
  • Variations of the ground anchor method involve the concepts of root pilings and soil nailing.
  • One form of the root piling method involves using a plurality of steel members which extend generally perpendicularly to the face of a slope into the soil to be retained. The exposed ends of the steel members are covered with suitable reinforcement members. Then the exposed ends of the steel members along with the reinforcement are shotcreted. The resulting gravity structure is effective to retain the slope in its desired position. See, for example, International Conference on Soil Reinforcement: Reinforced Earth and Other Techniques, Volume II, pages 301-03.
  • the soil nailing concept provides a sequential slope reinforcement which can be used during the excavation process itself. Initially, an excavation is made to a predetermined depth. Then, the exposed face of the excavation is given an appropriate reinforcement and shotcrete is applied thereto. Next, special nailing equipment places nails at predetermined intervals through the reinforced shotcrete face and into the soil embankment to be retained. Typically, the annular space between soil nails and the surrounding soil is grouted with a cement mortar. When a first application of a shotcrete and nailing has been completed, further excavation can take place and subsequent applications of reinforced shotcrete and soil nailing are made until the excavated face has its desired final configuration. See, for example,, International Conference on Soil Reinforcement: Reinforced Earth and Other Techniques, Volume II, pages 469-74.
  • a method of internally stabilising an existing earth mass comprising boring into one face of said earth mass an array of stabilising element receiving boreholes characterised by positioning each of a plurality of reinforcing element in a corresponding one of said boreholes and essentially filling the boreholes with particulaLe material around the elements to transfer forces in the earth to said elements through frictional engagement with the particulate material.
  • the method of the present invention provides in general a gravity structure and method of erecting that structure which uses generally available construction equipment and do not require the use of skilled labor forces.
  • the new technique is capable of providing a generally vertical face on the exposed surface of a stabilized embankment.
  • the structure will be constructed in situ by excavating a natural earth slope to provide a generally vertical earth face to a predetermined depth.
  • a plurality of generally horizontal bores may then be made in the earthen face.
  • a reinforcing element is then positioned in each of the bores and secured in that corresponding bore by the injection of particulate material which is free of binding agents but surrounds the reinforcing member and essentially fills the hole i.e. as completely as possible. In this manner, expensive grouting materials and procedures are not required.
  • the earth face is stabilized merely by the presence of the reinforcing members.
  • wall facing elements are positioned in front of the exposed eartheh face.
  • Each wall facing element is attached to one or more reinforcing members and the space between the rear of the wall facing element and earthen face is filled with compacted particulate material. Accordingly, the excavation required for erecting the wall only needs to provide adequate space behind the wall to allow connection of the reinforcing members to the wall facing elements.
  • a connector assembly may be provided which accommodates that lateral degree of freedom.
  • the connector assembly may be longitudinally adjustable to accommodate the variations in spacing between the reinforcing members and the panels.
  • a wall 20 constructed according to the present invention may be built in a topological area through which a structure 22 such as a road is designed to pass and which requires that the existing earth contours be excavated, or cut away, in order to provide a specified slope for the road 22.
  • a structure 22 such as a road
  • the wall 20, according to the present invention may also be used in connection with other civil engineering structures as well as any situation calling for slope stabilization.
  • retaining walls, slope stabilization structures adjacent highways, paths, railroads, excavation of buildings and the like are suitable uses.
  • the slope of the finished face may be vertical as well as any larger angle measured from a horizontal surface projecting from the front of the wall at the bottom.
  • the wall 20 is constructed in situ in the ground 24 from which a portion must be cut to make way for the structure 22.
  • the wall 20, as illustrated, provides a generally vertical exposed, or front, face 26.
  • a vertical face essentially minimizes the volume of earth which must be excavated to prepare for the wall. This, in essence, effects a significant cost saving in comparison to inclined embankments since the excavation of material to provide 2:1, 3:1, 4:1 or lower slopes is significantly greater than the amount of excavation required to provide a vertical exposed face.
  • the vertical face 20 is composed of a plurality of wall facing panels or elements 28.
  • These wall facing panels may be generally cruciform-shaped, as illustrated in FIGURE 1, or may have any other suitable configuration. It is contemplated that the panels 28, as illustrated, are precast in reinforced concrete and delivered to the job site. In this fashion, highly uniform wall panels can be used, each of which is designed for interconnection with adjacent wall panels in a known manner. See, for example, U.S. Patent No. 3,686,873, which describes one type of wall panel suitable for use in this wall. The details of the wall panel as specified in U.S. Patent No. 3,686,873 are incorporated herein by this reference thereto.
  • the wall panels 28 may be made of other suitable materials, such as metal or plastics.
  • each wall panel 28 (see FIGURE 2), comprising the vertical face 26, is retained in position by one or more reinforcing members or strips 30 which extend from a rear face 32 of the wall panel 28 into the in situ mass of earth 24.
  • each reinforcing member 30 is fashioned from steel and has a generally rectangular cross-sectional shape. The reinforcing members frictionally engage the surrounding material and, thereby, are retained by that material. In some instances, it is desirable to provide a suitably textured surface to increase the frictional engagement between the strips and the adjacent material.
  • Each reinforcing member 30 is positioned within and retained within a corresponding generally cylindrical bore 34 having a generally circular cross section as formed by the hole forming tool.
  • Each bore 34 is shown in the drawings to be horizontal and extending generally perpendicularly to the plane of the wall facing panels 28, but the bores need not be horizontal or parallel to each other.
  • the bores 34 may be inclined either upward or downward from the face of the wall.
  • a suitable particulate material 36 is placed in the bore 34 surrounding the reinforcing member 30.
  • frictional engagement between the member 30 and the particulate material 34 imposes tensile forces on the member 30 to resist any tendency for the earth mass to fail, as described more fully in my patent, No. 3,421,326.
  • the bore 34 is prevented from collapsing and weakening the stabilized earth structure constructed according to this invention.
  • particulate material 36 While different materials may be suitable for use as the particulate material 36, it is envisioned that sand is the best combination of an inexpensive yet widely available particulate material which would be suitable for use. It is significant to note that no binding agent such as cement is combined with the particulate material 36. Accordingly, the particulate material 36 does not constitute a cohesive mass surrounding the strip-like reinforcing member 30, but rather, maintains its particulate character.
  • each reinforcing strip 30 projects beyond the generally vertical exposed earthen face 40 of the wall excavation.
  • a connector assembly 42 is attached to the projecting end 38 of the member 30 and is also attached to a connecting point 44 at the back face 32 of a wall facing panel 28.
  • the connecting assembly 42 accommodates partial lateral misalignment between the connecting point 44 of the panel and the projecting end 38 of the reinforcing member 30 by virtue of the pin-like connections and the parallel spaced axes thereof. It may interjected at this point that the connecting point 44 may constitute a strap portion extending rearwardly out of the wall facing panel 28 and being generally horizontal.
  • the rear face 32 of the wall facing panels is spaced away from the exposed face 40 of the excavation during construction. This allows the workmen to reach behind the wall panels 28 during erection of a wall to assemble the connector assemblies 42 between each connection point 44 and each corresponding reinforcing member 30.
  • a layer of particulate material 46 is backfilled between the exposed face 40 of the earth mass 24 and the rear face 32 of the wall facing panels 28. Accordingly, as each generally horizontal row of connector assemblies 42 is attached, the wall facing elements 28 can be backfilled to the elevation of the next row of attachment points 44.
  • the wall is completed by simply backfilling the small space defined behind the wall panels.
  • an excavation has been prepared which leaves an exposed earthen face 40 that may be generally vertical as illustrated.
  • the height of the exposed face is predetermined at the distance which may, for example, correspond to that height where the wall can support itself without collapse or failure. It is noted, of course, that the exposed face 40 may be inclined at a suitable angle from the vertical to prevent failure of the earth mass 24 during construction. Alternatively, supports for upper portions of the face may be provided if desired.
  • the desired location for reinforcing members is then marked or otherwise indicated on the exposed face 40 of the earth mass 24.
  • a two- dimensional array of marks 50 may be identified on the face.
  • the horizontal spacing between the marks 50 and the vertical spacing between the marks 50 is selected to coincide with the corresponding horizontal and vertical spacing between attachment points on the wall facing panels to be used in erection of the wall.
  • all of the marks 50 may be placed on the wall at one time or portions of the wall may be suitably marked until the boring process is complete.
  • a suitable conventional boring tool 52 is used to drill bores 34 preferably horizontally to a predetermined length in a direction generally perpendicular to the earthen face 40.
  • the length of the bore is selected to define the boundaries of a finished internally stabilized gravity earth structure of the size and proportions desired.
  • the boring tool 52 may be driven by any suitable conventional apparatus (not shown).
  • a reinforcing member 30 is positioned in the bore.
  • a tube assembly 54 is used.
  • the tube assembly 54 preferably includes a tube 56 which may be formed of plastic.
  • the tube 56 is more flexible than the member 30.
  • the tube 56 is loosely tied by a band 58 to the member 30 to hold them together as shown in FIG. 5 while the assembly 54 is being inserted within the bore 34.
  • a cone 60 is secured by suitable means to the end of the member 30 to facilitate the insertion of the assembly 54 and to guide it over any debris that may be lodged in the lower side of the bore 34.
  • the band 58 holds the tube assembly 54 together, but allows the tube to slide axially relative to the reinforcing member 30.
  • the reinforcing member 30 When the reinforcing member 30 (see FIGURE 4) is positioned in the corresponding bore 34 with the tube assembly 54, the inner or buried end of the reinforcing member is positioned so that it projects beyond the end 70 of the tube 56. Thus, the cone 60 is spaced from the end of the tube 70.
  • sand or other suitable particulate material is blown through the hollow tube of the tube assembly 54 and out the end thereof. The sand accumulates around the end of the member 30 and the cone 60, and surrounds the member thereby retaining its position. At that point in time, the tube 56 is withdrawn from the bore 34 in the direction of the arrow 71.
  • each reinforcing member 30 When all of the reinforcing members 30 have been inserted in their corresponding horizontal bores 34 (see FIGURE 7), the outer end portion 38 of each reinforcing member will project beyond the exposed earth face 40 of the earth mass 24.
  • the projecting end 38 of each reinforcing member 30 is provided with an aperture 70 for use in attaching the connector assembly 42.
  • the presence of the reinforcing members 30 in the in situ earth mass 24 stabilizes the earth mass against failure and/or collapse. Accordingly, if further excavation is necessary to lower the elevation of the bottom of the wall, the procedure above can be repeated in increments of wall height as necessary. Then the wall facing panels are installed.
  • a layer of particulate backfill material 72 is positioned and compacted up to the level of the first row of reinforcing members 30.
  • a second layer of particulate material 74 is deposited and compacted to bring the level of backfill up to the subsequent layer of reinforcing strips 30 and additional rows of wall facing elements are applied as needed. In this fashion, by attaching each row of strips to the wall facing panels 28 and successively backfilling and placing wall panels until the next adjacent layer is reached, the wall is completed as the compaction process proceeds.
  • full panels 28 spaced apart by half panels 76 in the first row of panels facilitates the attachment of the connector assemblies 42. More particularly, it is easy for workmen to attach the connector assemblies behind the half panels themselves. And, it is easy to reach over the half panels 76 to make the appropriate connections at the lower attachment points behind the full panels. Subsequently, when full panels are positioned over the half panels, the converse situation becomes true. For example, workmen can bend over the first row of full panels to make the upper connections on those panels and reach behind the first full panels positioned above the half panels 26 to make the lower connections with reinforcing members 30 for those full panels.
  • a row of panels is made up by a plurality of panels spaced apart by upwardly projecting parts of panels already in the wall in an interdigitated manner.
  • the connector assembly 42 (see FIGURE 8) preferably is designed to accommodate lateral misalignment between the projecting end 38 of the reinforcing member 30 and the attachment point 44 from the wall panel 28.
  • One particular connector assembly 42 which is well adapted for use in this environment, includes a pair of elongated metal strips 80, 82 each of which is provided with a plurality of spaced apart holes 84, 86, respectively.
  • One hole or aperture 84 of the upper strip 80 is aligned with a hole 88 provided in the attachment member 44 of the wall facing panel 28.
  • one of the apertures 86 at the end of the other strip 82 is positioned in alignment with aperture 84 and positioned therebelow.
  • a suitable conventional bolt 90 and nut 92 may then be used to secure the two strips 80, 82, to the projecting end 44 so that the end 44 is sandwiched between the two strips.
  • the pattern of holes in the strips 80, 82 may be varied from that shown in Fig. 8 to give the desired adjustability.
  • the holes may be arranged in two longitudinal rows spaced between holes of the adjacent row.
  • the connector assembly 42 may be attached to the wall facing panel 28 before it is positioned in the wall itself. Alternatively, the connector assembly 42 can be attached after the wall facing panel 28 has been positioned in the wall. In either event, the connector assembly 42 is also connected to the end 38 of the reinforcing member 30 in a similar fashion. More particularly, one of the holes 84 of the upper strip 80 is brought into general vertical alignment with the aperture 70 in the end 38 of the reinforcing member 30. Similarly, an aperture 86 of the lower strip member 82 is also brought into generally vertical alignment with the aperture 70. A second suitable conventional bolt 94 and nut 96 are then used to connect the two strips 80, 82, in sandwiching relationship to the end 38 of the reinforcing member 30 and complete the connection between the wall facing panels 28 and the reinforcing strip 30.
  • the connector assembly 42 described above provides lateral adjustability to accomodate misalignment between the connection points of the wall panels and the reinforcing members 30.
  • the bolts 90, 94 define two vertical axes that are spaced apart in the horizontal direction to accomodate unexpected offsets.
  • the plurality of holes 84, 86 in the strips 80, 82, respectively provide longitudinal adjustability for the connector assembly 42. This feature avoids problems of critical positioning for the reinforcing members 30 when placed in the associated bores 34. More particularly, the longitudinal adjustability allows the end of one reinforcing member 30 to project a different distance from the earthen face than other reinforcing members 30 without introducing construction difficulties.
  • the reinforcing members 30 may be positioned as the excavation is being made, that is, from the top down. Alternatively, the reinforcing , members 30 can be installed from the bottom working up.

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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)
EP82303617A 1981-07-10 1982-07-09 Retaining wall and in situ method of construction Withdrawn EP0070659A1 (en)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
US28193781A 1981-07-10 1981-07-10
US281937 2002-10-29

Publications (1)

Publication Number Publication Date
EP0070659A1 true EP0070659A1 (en) 1983-01-26

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ID=23079404

Family Applications (1)

Application Number Title Priority Date Filing Date
EP82303617A Withdrawn EP0070659A1 (en) 1981-07-10 1982-07-09 Retaining wall and in situ method of construction

Country Status (8)

Country Link
EP (1) EP0070659A1 (es)
JP (1) JPS5817928A (es)
AU (1) AU8571082A (es)
BR (1) BR8204020A (es)
FI (1) FI822381A0 (es)
GB (1) GB2102866A (es)
GR (1) GR78036B (es)
IL (1) IL66261A0 (es)

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
FR2589898A2 (fr) * 1985-11-07 1987-05-15 Crambes Michel Application du procede pour le compactage des terrains et la construction d'ouvrages dans le sol enrobes de terrain compacte ou decompacte a la realisation d'ouvrages plans ou complexes.
WO1995030057A1 (en) * 1994-04-30 1995-11-09 Michael John Turner Ground support
EP0922810A1 (de) * 1997-12-09 1999-06-16 Ross, Kurt G., Dipl.-Ing. Verfahren zur Sicherung von Geländesprüngen
EP0939168A3 (de) * 1998-02-26 1999-12-08 Kurt G. Ross Verfahren zur Sanierung von Stützmauern
GB2349664A (en) * 1999-02-11 2000-11-08 Christopher Martin Connecting dry laid block and metallic soil reinforcing strip

Families Citing this family (14)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE3532641A1 (de) * 1985-09-12 1987-03-19 Geotech Lizenz Ag Mauer mit einem massentragwerk, zugehoeriges bauelement und verfahren zur herstellung der mauer
US4930939A (en) * 1985-09-12 1990-06-05 Jaecklin Felix Paul Wall with gravity support structure, building element and method for construction thereof
US4653962A (en) * 1985-10-17 1987-03-31 The Reinforced Earth Company Retaining wall construction and method of manufacture
JPH0353205Y2 (es) * 1985-11-25 1991-11-20
US4913594A (en) * 1986-10-27 1990-04-03 Schnabel Foundation Company Adjustable connection system for precast facing panel and soldier pile
GB2272468A (en) * 1992-11-17 1994-05-18 Sec Dep For Transport The Infilled wall
US5395185A (en) * 1993-11-22 1995-03-07 Schnabel Foundation Company Method of temporarily shoring and permanently facing and excavated slope with a retaining wall
US5551810A (en) * 1994-06-08 1996-09-03 Schnabel Foundation Company Retaining wall with an outer face and method of forming the same
US5588784A (en) * 1995-06-07 1996-12-31 Schnabel Foundation Company Soil or rock nail wall with outer face and method of constructing the same
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
US7828497B2 (en) 2007-09-18 2010-11-09 Franklin Dale Boxberger Construction and design method
JP5773840B2 (ja) * 2011-10-26 2015-09-02 三井化学産資株式会社 補強土壁法面の化粧パネル設置工法
CN111310356B (zh) * 2020-03-04 2023-08-11 山西水务集团建设投资有限公司 一种适用于黄土边坡加固的反拱式挡墙稳定性评价方法

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3802204A (en) * 1970-04-01 1974-04-09 E Mason Retaining wall and method for construction of the same
FR2313506A1 (fr) * 1975-02-04 1976-12-31 Brami Pierre Procede de realisation de soutenement de parement d'une fouille par contreforts integres
FR2376917A1 (fr) * 1977-01-08 1978-08-04 Hochtief Ag Hoch Tiefbauten Soutenement pour paroi de fouille et procede de realisation
CH610966A5 (en) * 1976-07-22 1979-05-15 Willi Steiner Rock or slope revetment and method of constructing it

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3802204A (en) * 1970-04-01 1974-04-09 E Mason Retaining wall and method for construction of the same
FR2313506A1 (fr) * 1975-02-04 1976-12-31 Brami Pierre Procede de realisation de soutenement de parement d'une fouille par contreforts integres
CH610966A5 (en) * 1976-07-22 1979-05-15 Willi Steiner Rock or slope revetment and method of constructing it
FR2376917A1 (fr) * 1977-01-08 1978-08-04 Hochtief Ag Hoch Tiefbauten Soutenement pour paroi de fouille et procede de realisation

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
FR2589898A2 (fr) * 1985-11-07 1987-05-15 Crambes Michel Application du procede pour le compactage des terrains et la construction d'ouvrages dans le sol enrobes de terrain compacte ou decompacte a la realisation d'ouvrages plans ou complexes.
WO1995030057A1 (en) * 1994-04-30 1995-11-09 Michael John Turner Ground support
EP0922810A1 (de) * 1997-12-09 1999-06-16 Ross, Kurt G., Dipl.-Ing. Verfahren zur Sicherung von Geländesprüngen
EP0939168A3 (de) * 1998-02-26 1999-12-08 Kurt G. Ross Verfahren zur Sanierung von Stützmauern
GB2349664A (en) * 1999-02-11 2000-11-08 Christopher Martin Connecting dry laid block and metallic soil reinforcing strip

Also Published As

Publication number Publication date
FI822381A0 (fi) 1982-07-05
GB2102866A (en) 1983-02-09
AU8571082A (en) 1983-01-13
JPS5817928A (ja) 1983-02-02
BR8204020A (pt) 1983-07-05
IL66261A0 (en) 1982-11-30
GR78036B (es) 1984-09-26

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