EP1757771A2 - Method for consolidating and impermeabilizing the ground around a tunnel - Google Patents

Method for consolidating and impermeabilizing the ground around a tunnel Download PDF

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Publication number
EP1757771A2
EP1757771A2 EP06119250A EP06119250A EP1757771A2 EP 1757771 A2 EP1757771 A2 EP 1757771A2 EP 06119250 A EP06119250 A EP 06119250A EP 06119250 A EP06119250 A EP 06119250A EP 1757771 A2 EP1757771 A2 EP 1757771A2
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EP
European Patent Office
Prior art keywords
blocks
infill
forming
primary
diameter
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Granted
Application number
EP06119250A
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German (de)
French (fr)
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EP1757771A3 (en
EP1757771B1 (en
Inventor
Stefano Trevisani
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Trevi SpA
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Trevi SpA
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Publication of EP1757771A3 publication Critical patent/EP1757771A3/en
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Publication of EP1757771B1 publication Critical patent/EP1757771B1/en
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    • 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
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/001—Improving soil or rock, e.g. by freezing; Injections

Definitions

  • This invention relates to a method for consolidating and impermeabilizing a portion of ground around a tunnel which has to be excavated beneath the level of a water table.
  • the object of this invention is to provide a method for creating a tubular shell structure of artificial conglomerate which extends continuously around the ground which has to be excavated in order to construct a tunnel beneath a water table.
  • it is intended to provide a stable and leakproof structure regardless of any inhomogeneities in the ground and the inevitable deviations from the vertical occurring in the columnar formations formed by jet grouting techniques.
  • G diagrammatically indicates the ideal transverse cross-section of a substantially tubular shell of consolidated and sealed ground which it is desired to construct around a portion of ground T in which a tunnel is to be excavated.
  • the portion of ground T lies beneath the level of the water table W and comprises a type of ground which is suitable for the construction of cylindrical columns of consolidated ground using jet grouting techniques. Jet grouting equipment and procedures are well known in the field of soil mechanics. As a consequence only items of specific importance and interest for the purpose of implementing the invention will be described in the remainder of this description. In respect of the parts and elements not illustrated in detail reference may therefore be made to any jet grouting system of a known type.
  • a first series of blocks of artificial conglomerate 10, 11 arranged in an annular geometrical arrangement in a transverse vertical plane are formed around ground portion T.
  • These blocks which are hereinafter referred to as primary blocks, are vertical columnar members of limited height, spaced apart from each other around the ground portion T and vertically aligned in pairs.
  • a second set of infill blocks 20, 21 of artificial conglomerate which firmly join together the primary blocks previously formed is formed using a jet grouting technique ( Figure 4).
  • Figure 4 a jet grouting technique
  • Infill blocks 20, 21 each form a radially outer portion 22 which extends transversely between two consecutive primary blocks in such a way as to partly cover lower surfaces 13, 14 of two consecutive primary blocks in the lower arch and the upper surfaces 15, 16 of two consecutive primary blocks of the upper arch ( Figure 6).
  • Diameter D2 of the outer portions 22 of the infill blocks is preferably equal to the diameter D1 of the primary blocks incremented by approximately twice the maximum expected deviation in drilling through which the blocks are obtained.
  • Diameter D2 of the outer portions 22 is greater than that of the intermediate part 24 between two primary blocks. This increase in diameter is obtained by slowing the rising movement of the shaft (not illustrated) bearing the injection nozzles for the cementitious mixture.
  • each infill or secondary block performs a sealing action between the two primary blocks against which it is formed.
  • the lithostatic and hydrostatic pressure acting on outer surface 23 of an infill block is transferred to the outer surfaces 13-16 of the primary blocks, thus reducing permeability along the contact surfaces between the primary blocks and the infill blocks.
  • the pressure of the injected cementitious mixture may carry bodies such as blocks, masses, wood, lignite, coal deposits, etc., to the periphery of the primary blocks.
  • bodies of this kind might give rise to preferential routes for the passage of water. However these passages are stopped up externally by the outer portions 22 of the infill blocks. It should also be noted that some degree of amalgamation and intimate combination between the primary blocks and the infill or secondary blocks is obtained whenever the infill blocks are made when the primary blocks have not yet completely hardened.
  • injection of the cementitious mixture may be preceded by a stage of jetting, optionally with the simultaneous injection of pressurised air, to break up the ground and remove the finest particles in preparation for subsequent injection of the cementitious mixture or grout.

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  • Engineering & Computer Science (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Environmental & Geological Engineering (AREA)
  • Soil Sciences (AREA)
  • Structural Engineering (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Paleontology (AREA)
  • Agronomy & Crop Science (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Geology (AREA)
  • Excavating Of Shafts Or Tunnels (AREA)
  • Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
  • Road Paving Structures (AREA)
  • Housing For Livestock And Birds (AREA)
  • Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)

Abstract

A set of primary blocks of artificial conglomerate (10, 11) spaced apart from each other around the portion of ground (T) which has to be excavated is formed using jet grouting techniques in a vertical plane transverse to the axis of the tunnel which has to be excavated. A set of infill blocks of artificial conglomerate (20, 21) each located between two consecutive primary blocks in order to firmly connect them together is then formed. Each infill block has an outer portion (22) which extends over the outer surfaces (13-16) of two consecutive primary blocks (10, 11). A continuous closed ring structure is thus obtained. By repeating these operations alongside the structure already formed, a continuous tubular structure of artificial conglomerate is obtained.

Description

  • This invention relates to a method for consolidating and impermeabilizing a portion of ground around a tunnel which has to be excavated beneath the level of a water table.
  • In order to consolidate a portion of ground around a tunnel which has to be excavated it is known that artificial conglomerate structures extending longitudinally and at a distance from each other around the portion of ground which has to be excavated can be formed by techniques known as "jet grouting". As is known, these techniques are based on mixing particles of the soil with binders, usually cementitious mixtures, which are injected at high pressure through radial nozzles of small size formed close to the lower extremity of a tubular shaft which is caused to rotate and rise towards the surface. The jets of binder disaggregate and mix with the surrounding soil, generating a column of conglomerate which once hardened constitutes a consolidation of the ground.
  • The object of this invention is to provide a method for creating a tubular shell structure of artificial conglomerate which extends continuously around the ground which has to be excavated in order to construct a tunnel beneath a water table. In particular it is intended to provide a stable and leakproof structure regardless of any inhomogeneities in the ground and the inevitable deviations from the vertical occurring in the columnar formations formed by jet grouting techniques.
  • This and other objects and advantages are achieved in accordance with the invention through a method as defined in claim 1. Other important features of the method according to the invention are defined in the dependent claims.
  • A preferred but non-restrictive embodiment of the invention will now be described; reference is made to the appended drawings, in which:
    • Figures 1 to 5 are diagrammatical views in vertical cross-section of the main steps in the method according to the invention, and
    • Figure 6 is an enlarged diagrammatical view of a detail in Figure 5.
  • With reference initially to Figure 1, G diagrammatically indicates the ideal transverse cross-section of a substantially tubular shell of consolidated and sealed ground which it is desired to construct around a portion of ground T in which a tunnel is to be excavated. The portion of ground T lies beneath the level of the water table W and comprises a type of ground which is suitable for the construction of cylindrical columns of consolidated ground using jet grouting techniques. Jet grouting equipment and procedures are well known in the field of soil mechanics. As a consequence only items of specific importance and interest for the purpose of implementing the invention will be described in the remainder of this description. In respect of the parts and elements not illustrated in detail reference may therefore be made to any jet grouting system of a known type.
  • As used here the terms and expressions indicating positions and orientations, such as "outer", "radial", "transverse", "longitudinal", are to be understood to refer to the central axis or longitudinal direction of the tunnel which has to be excavated. Thus the term "radially outer" indicates a distal position from the central longitudinal axis x of the tunnel.
  • Operating with jet grouting equipment (not illustrated) located on worksurface S above ground portion T, a first series of blocks of artificial conglomerate 10, 11 arranged in an annular geometrical arrangement in a transverse vertical plane are formed around ground portion T. These blocks, which are hereinafter referred to as primary blocks, are vertical columnar members of limited height, spaced apart from each other around the ground portion T and vertically aligned in pairs. By positioning the equipment at a particular point on worksurface S, lower block 10 is first formed, followed by upper block 11 which is in vertical alignment with the lower block which has just been formed (Figure 1). Thus two separate arch portions with opposing concavities are obtained (Figure 2). Subsequently lateral columnar blocks or members 12 each of a height which is generally greater than individual primary blocks 10, 11 are formed (Figure 3).
  • After the primary blocks and the lateral blocks have achieved a predetermined degree of setting or hardening, a second set of infill blocks 20, 21 of artificial conglomerate which firmly join together the primary blocks previously formed is formed using a jet grouting technique (Figure 4). As in the case of the primary blocks, in the case of the infill blocks too the deepest block 20 which connects two consecutive primary blocks 10 of the lower arch is first formed, and then the upper secondary block 21 which connects two consecutive primary blocks 11 of the upper arch.
  • A continuous closed ring structure of artificial conglomerate is thus obtained (Figure 5).
  • Infill blocks 20, 21 each form a radially outer portion 22 which extends transversely between two consecutive primary blocks in such a way as to partly cover lower surfaces 13, 14 of two consecutive primary blocks in the lower arch and the upper surfaces 15, 16 of two consecutive primary blocks of the upper arch (Figure 6).
  • Diameter D2 of the outer portions 22 of the infill blocks is preferably equal to the diameter D1 of the primary blocks incremented by approximately twice the maximum expected deviation in drilling through which the blocks are obtained. For example, in the case of infill blocks located at a depth of 20 m, in order to ensure at least partial coverage of the outer surfaces of both the adjacent primary blocks the diameter of the corresponding infill block must be increased by 20 m x 2/100 x 2 = 0.8 m with respect to the diameter D1 of the primary blocks. Diameter D2 of the outer portions 22 is greater than that of the intermediate part 24 between two primary blocks. This increase in diameter is obtained by slowing the rising movement of the shaft (not illustrated) bearing the injection nozzles for the cementitious mixture.
  • As illustrated diagrammatically in Figure 6, the outer portion of each infill or secondary block performs a sealing action between the two primary blocks against which it is formed. The lithostatic and hydrostatic pressure acting on outer surface 23 of an infill block is transferred to the outer surfaces 13-16 of the primary blocks, thus reducing permeability along the contact surfaces between the primary blocks and the infill blocks.
  • While the primary blocks are being formed, the pressure of the injected cementitious mixture may carry bodies such as blocks, masses, wood, lignite, coal deposits, etc., to the periphery of the primary blocks. When on the vertical interface surfaces between the primary blocks and the infill blocks, bodies of this kind might give rise to preferential routes for the passage of water. However these passages are stopped up externally by the outer portions 22 of the infill blocks. It should also be noted that some degree of amalgamation and intimate combination between the primary blocks and the infill or secondary blocks is obtained whenever the infill blocks are made when the primary blocks have not yet completely hardened.
  • When forming all the primary, lateral or infill blocks of conglomerate, injection of the cementitious mixture may be preceded by a stage of jetting, optionally with the simultaneous injection of pressurised air, to break up the ground and remove the finest particles in preparation for subsequent injection of the cementitious mixture or grout.
  • Once the annular structure (Figure 5) has been completed, the method continues with the formation of another block adjacent and firmly connected to the previous block, thus forming a tubular shell within which a tunnel can then be excavated. Ground T is excavated from the interior of the shell with the simultaneous injection of pressurised air from compressors. The pressure of the air within the shell only partly compensates for the (lithostatic) thrust of the ground and the hydrostatic thrust, which act from the outside. The resulting pressure has a hooping effect which compresses the blocks of artificial conglomerate against each other, improving the stability of the shell.

Claims (13)

  1. A method for consolidating and impermeabilizing a portion of ground (T) around a tunnel which has to be excavated beneath the level of a water table (W), comprising the steps of:
    a) forming a plurality of primary blocks of artificial conglomerate (10, 11) spaced apart from each other around the portion of ground (T) which has to be excavated, in a vertical plane transverse to the axis of the tunnel which has to be excavated, using jet grouting techniques,
    b) forming a plurality of infill blocks of artificial conglomerate (20, 21) each located between two consecutive primary blocks to firmly connect them together, using jet grouting techniques, where each infill block (20, 21) has a radially outer portion (22) which extends transversely over radially outer surfaces (13-16) of two consecutive primary blocks (10, 11), forming a continuous closed ring structure of artificial conglomerate,
    c) repeating steps a) and b) to form further continuous closed ring structures adjacent and firmly attached to those previously formed, producing a continuous tubular structure of artificial conglomerate.
  2. A method according to claim 1, wherein step b) includes the step of forming pairs of vertically aligned infill blocks (20, 21), first forming a lower infill block (20) and then an upper infill block (21).
  3. A method according to claim 1, wherein step a) includes the step of forming pairs of vertically aligned primary blocks (10, 11), first forming a lower primary block (10) and then an upper primary block (11).
  4. A method according to claim 1 or 3, wherein two separate arches with opposing concavities comprising primary blocks (10, 11) are obtained on completion of step a).
  5. A method according to claim 4, wherein step a) is followed by the step of
    a1) forming lateral columnar blocks or members (12) which join the opposing extremities of the two separate arches of primary blocks (10, 11).
  6. A method according to claim 1 or 5, wherein step b) takes place after the primary blocks (10, 11) or the lateral blocks (12) have reached a predetermined intermediate degree of setting or hardening.
  7. A method according to claim 1, wherein step b) includes the step of
    b1) forming the outer portions (22) of the infill blocks (20, 21) with a diameter (D2) which is greater than the diameter (D1) of the primary blocks (10, 11).
  8. A method according to claim 7, wherein step b1) includes the step of forming the outer portions (22) of the infill blocks (20, 21) with a diameter (D2) which is greater than the diameter of the portions (24) of the infill blocks located between two consecutive primary blocks.
  9. A method according to claim 7 or 8, wherein step b1) includes the step of slowing the rising movement of a rotating shaft provided with nozzles for injection of the cementitious mixture.
  10. A method according to claim 7, wherein step b1) the diameter (D2) of the outer portions (22) of the infill blocks (20, 21) is equal to the diameter (D1) of the primary blocks (10, 11), increased by approximately twice the maximum expected deviation in drilling through which the blocks are formed.
  11. A method according to any one of the preceding claims, wherein the jet grouting operations for forming any of the blocks (10, 11, 12, 20, 21) are preceded by a corresponding step of jetting with water.
  12. A method according to claim 11, wherein the jetting with water takes place with the simultaneous injection of pressurised air.
  13. A method according to claim 1, wherein step c) is followed by the step of
    d) excavating a tunnel within the tubular structure of artificial conglomerate with the simultaneous injection of pressurised air.
EP06119250A 2005-08-23 2006-08-21 Method for consolidating and impermeabilizing the ground around a tunnel Active EP1757771B1 (en)

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
IT000586A ITTO20050586A1 (en) 2005-08-23 2005-08-23 PROCEDURE FOR CONSOLIDATING AND WATERPROOFING THE SOIL AROUND A GALLERY TO BE TAKEN UNDER AN ACQUIFERA FALSE

Publications (3)

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EP1757771A2 true EP1757771A2 (en) 2007-02-28
EP1757771A3 EP1757771A3 (en) 2007-10-24
EP1757771B1 EP1757771B1 (en) 2010-04-21

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EP06119250A Active EP1757771B1 (en) 2005-08-23 2006-08-21 Method for consolidating and impermeabilizing the ground around a tunnel

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EP (1) EP1757771B1 (en)
AT (1) ATE465324T1 (en)
DE (1) DE602006013757D1 (en)
IT (1) ITTO20050586A1 (en)

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE102010036901A1 (en) * 2010-08-06 2012-02-09 Universale Grund- Und Sonderbau Gmbh Method for mounting nozzle jet floor, involves lifting nozzle jet lance with part of holes in bore hole up to depth, and bringing column to form reinforcer, where column is vertically arranged at distance from nozzle jet floor
CN106351215A (en) * 2016-10-12 2017-01-25 青海省公路建设管理局 Method for supporting aeolian sand tunnel entrance arch door frame type jet grouting pile
CN106930769A (en) * 2017-05-07 2017-07-07 中铁十八局集团有限公司 One kind is for specific region direction and location grouting strengthening method in the huge talus loose media of macroporosity
CN107013231A (en) * 2017-05-07 2017-08-04 中铁十八局集团有限公司 A kind of construction method for being used in the huge talus loose media of macroporosity control grouting and reinforcing scope
CN111236951A (en) * 2020-02-22 2020-06-05 中铁十九局集团第六工程有限公司 Method for reinforcing secant pile at tunnel portal section of aeolian sand stratum
CN112031706A (en) * 2020-08-20 2020-12-04 北京大地高科地质勘查有限公司 Efficient grouting equipment for plugging horizontal well cracks
CN112982371A (en) * 2021-02-08 2021-06-18 中国电建集团北京勘测设计研究院有限公司 Seepage-proofing method for large underground cavern by adopting advanced grouting sealing

Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH10205274A (en) 1997-01-20 1998-08-04 Maeda Corp Method of tunnel-bedrock pre-reinforcement construction from pilot heading

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JPS56115415A (en) * 1980-02-19 1981-09-10 Hazama Gumi Ltd Improvement method for subsoil
US4370077A (en) * 1980-08-04 1983-01-25 Colgate Stirling A Method of pressurizing and stabilizing rock by periodic and repeated injections of a settable fluid of finite gel strength
DE19617196C1 (en) * 1996-04-29 1997-06-26 Carbotech Berg Tunnelbausyst Sealing-solidifying agent injection system in ground or rock, e.g. two-ingredient fast-reacting agent, esp. polyurethane
CA2315468A1 (en) * 2000-08-10 2002-02-10 Thermax International Corp. Multi grouting system
BE1015173A5 (en) * 2002-11-06 2004-10-05 Chiaverotti Bvba METHOD FOR BUILDING A revetment.

Patent Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH10205274A (en) 1997-01-20 1998-08-04 Maeda Corp Method of tunnel-bedrock pre-reinforcement construction from pilot heading

Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE102010036901A1 (en) * 2010-08-06 2012-02-09 Universale Grund- Und Sonderbau Gmbh Method for mounting nozzle jet floor, involves lifting nozzle jet lance with part of holes in bore hole up to depth, and bringing column to form reinforcer, where column is vertically arranged at distance from nozzle jet floor
CN106351215A (en) * 2016-10-12 2017-01-25 青海省公路建设管理局 Method for supporting aeolian sand tunnel entrance arch door frame type jet grouting pile
CN106930769A (en) * 2017-05-07 2017-07-07 中铁十八局集团有限公司 One kind is for specific region direction and location grouting strengthening method in the huge talus loose media of macroporosity
CN107013231A (en) * 2017-05-07 2017-08-04 中铁十八局集团有限公司 A kind of construction method for being used in the huge talus loose media of macroporosity control grouting and reinforcing scope
CN111236951A (en) * 2020-02-22 2020-06-05 中铁十九局集团第六工程有限公司 Method for reinforcing secant pile at tunnel portal section of aeolian sand stratum
CN112031706A (en) * 2020-08-20 2020-12-04 北京大地高科地质勘查有限公司 Efficient grouting equipment for plugging horizontal well cracks
CN112031706B (en) * 2020-08-20 2022-04-29 北京大地高科地质勘查有限公司 Efficient grouting equipment for plugging horizontal well cracks
CN112982371A (en) * 2021-02-08 2021-06-18 中国电建集团北京勘测设计研究院有限公司 Seepage-proofing method for large underground cavern by adopting advanced grouting sealing

Also Published As

Publication number Publication date
EP1757771A3 (en) 2007-10-24
ITTO20050586A1 (en) 2007-02-24
ATE465324T1 (en) 2010-05-15
DE602006013757D1 (en) 2010-06-02
EP1757771B1 (en) 2010-04-21

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