US3616650A - Method and apparatus for constructing subterranean structures - Google Patents

Method and apparatus for constructing subterranean structures Download PDF

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Publication number
US3616650A
US3616650A US859098A US3616650DA US3616650A US 3616650 A US3616650 A US 3616650A US 859098 A US859098 A US 859098A US 3616650D A US3616650D A US 3616650DA US 3616650 A US3616650 A US 3616650A
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United States
Prior art keywords
tunnel
pilot
tunnels
cross
cavities
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Expired - Lifetime
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US859098A
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English (en)
Inventor
Arnold Ph Eber
Johann A Heilbrunner
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Alfred Kunz and Co
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Alfred Kunz and Co
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    • 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
    • E21D9/10—Making by using boring or cutting machines
    • E21D9/1053—Making by using boring or cutting machines for making a slit along the perimeter of the tunnel profile, the remaining core being removed subsequently, e.g. by blasting
    • 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
    • E21D9/10—Making by using boring or cutting machines

Definitions

  • the invention relates to a method for excavating cavities in the construction of subterranean structures such as tunnels Where pilot tunnels are driven within the cross-section of a main tunnel to be formed, peripheral cavities are formed between the pilot tunnels, concrete is poured into the peripheral cavities to form the main tunnel lining, and the earth between the pilot tunnels then excavated.
  • the partial peripheral cavities are formed by moving a cutting tool back and forth throughout the cross'sectional peripheral path of the main tunnel and advancing the cutting tool longitudinally of the tunnel.
  • the invention resides in a method and a device for excavating cavities in the construction of extended subterranean structures, particularly tunnels, adits, and the like, which are built in the core method, characterized in that pilot tunnels are first driven within the proposed cross-section of the cavity to be excavated, that between these pilot tunnels partial cavities are excavated within which the tunnel linings (walls and roof) are poured in concrete with or without reinforcement and that the radial width of these corresponds approximately to the greatest thickness of the tunnel linings, and that finally the remaining core of earth between the tunnel linings is excavated.
  • the conventional method is to first drive pilot tunnels within the area of the proposed tunnel walls or wall sections, to pour the walls or wall sections in concrete within the pilot tunnels in longitudinal stages, then to construct the usually semi-circular upper part of the cavity which remains above the upper edge of the walls. This is done by conventional tunneling methods, with a mole or other device, by pouring the roof lining and connecting it to the prebuilt walls and finally excavating the still remaining core of earth. The procedure is cumbersome, because the excavation of the upper part of the cross-section is very time-consuming and expensive.
  • the still remaining core of earth has a small cross-sectional area in relation to the cross-sectional area of the tunnel walls, the roof, and sometimes the floor, because the pilot tunnel and the upper excava tion that is necessary for the construction of the roof take up a large part of the earth core.
  • the still remaining core of earth has a relatively small crosssection, and thus the whole purpose of the core method, which is to remove a core of earth as large as possible under the protection of the already poured wall and roof linings by using economical excavation equipment, is partly defeated.
  • Another conventional system of constructing extensive subterranean cavities, for example, tunnels or bunkers, according to the core method also consists of making partial annular excavations from pilot tunnels for the construction of tunnel linings. These partial excavations correspond in width approximately to the width of the tunnel walls.
  • each of the excavations is dug separately from individual tunnels connecting the pilot tunnels. These are later filled with concrete.
  • this problem can be solved by the initially mentioned method, in which partial annular excavations are made by a cutting device with at least one cutting tool.
  • This cutting tool is mounted on a guide-frame that corresponds with the cross-section of the tunnel lining to be poured.
  • the cutting tool is moved back and forth transverse to the tunnel axis from one pilot tunnel to the other.
  • the guideframe is being moved forward along the axis of the tunnel, its lower end being guided within the two lateral pilot tunnels; it moves forward within the annular excavation with the cutting tool in front of it; subsequently the annular space is filled with concrete which is being placed from one of the pilot tunnels, while at the same time that part of the tunnel which falls within the pilot tunnels is also being poured. If necessary, reinforcing steel can also be installed.
  • the cutting device can be used in the construction of annular excavations of any cross-section, and if a cross-section has corners between pilot tunnels, it would only be necessary to round them off in order to facilitate the proper guidance of the cutting device.
  • the cutting device which cuts out the annular space can be used for any type of cross-section.
  • the tunnel linings can, therefore, also receive any desired shape, so that the tunnel can, for example, be built with a horseshoe-shaped cross-section.
  • the cutting device and its drive can be of relatively simple construction, since the one or more cutting tools for cutting the annular spaces are only moved in transverse direction, and they are being moved within existing excavations formed by the pilot tunnels. In most cases, for example, in those cases when the thickness of the tunnel wall and roof linings is not too small and does not fall below the minimum necessary to operate the cutting tool or tools,
  • the earth can also be sealed off at the inner limit of the annular spaces by a plastic sheet, in order to create a smooth inner surface for the tunnel linings to be poured. Since, as already mentioned, the annular spaces can be excavated with a cross-section that corresponds exactly with the shape and the greatest thickness of the tunnel lining, the remaining core of earth will also have the greatest possible crosssectional dimensions. This core of earth can be excavated shortly after the tunnel linings were poured, and the tunnel floor can be poured in stages.
  • these partial annular spaces can be filled with concrete in longitudinal stages whose length will depend on the condition of the material to be excavated. If the material is not sufiiciently stable, it can be temporarily shored at the outer limit of the annular spaces, particularly in the overhanging area, by a movable shoring device which advances behind the guide-frame of the cutting device.
  • Each of the longitudinal stages to be poured can be sealed off at their end by using an inflatable tube as a bulkhead.
  • the method according to the invention is carried out in such a way that two annular spaces are first excavated in the conventional way from two lower lateral pilot tunnels and one central pilot roof tunnel, and that cast-in-place concrete is pumped into these spaces, to form the tunnel wall and roof linings, from the pilot roof tunnel.
  • two annular spaces are first excavated in the conventional way from two lower lateral pilot tunnels and one central pilot roof tunnel, and that cast-in-place concrete is pumped into these spaces, to form the tunnel wall and roof linings, from the pilot roof tunnel.
  • only a minimum of earth needs to be removed at this stage; thereby the removal of excavated material and also the placing of concrete into the annular spaces is made considerably easier.
  • the device to carry out the method can be constructed in a simple fashion as a guide-frame designed to correspond with the shape of the tunnel lining. It is set up across the longitudinal axis of the tunnel when the work begins. It carries a cutting tool that is movable transverse to the tunnel axis from one end of the frame to the other.
  • the construction could be such that the one or more cutting tools are designed as a milling wheel whose periphery is studded with cutting-bits, or as an appropriate cutting-disc with an axis essentially parallel to the longitudinal direction of the tunnel.
  • the cutting tool can be moved back and forth within the guide-frame through a cogwheel drive or through a cable line or chain drive.
  • FIG. 1 is a cross-section of the proposed tunnel and the annular spaces to be excavated for it
  • FIG. 2 shows the pertaining longitudinal section in the vicinity of the pilot roof tunnel
  • I FIG. 3 shows an axial section of the guide-frame with a side view of a cutting tool.
  • FIG. 1 shows a proposed extended subterranean structure with an approximately horseshoe-shaped cross-section, whose tunnel linings consist of walls and roof and have a corresponding horseshoe-like cross-section.
  • this tunnel at first three pilot tunnels 1, 2 and 3 are excavated in the conventional way, by using a mole or cutting machine which excavates a circular 4 cavity. If necessary, these pilot tunnels can have a support lining which is not shown in the drawing. From these pilot tunnels, as can be seen particularly Well on the right side of FIG. 1, two partial annular spaces 5 are excavated, and within these, the tunnel lining in the form of two halfshells is poured in concrete which may or may not be reinforced. (FIG. 1, left side).
  • the partial annular space 5 for the tunnel linings are excavated by a device which uses a guide-frame 4 which is curved in correspondence to the tunnel lining and is erected in a position where the tunnel begins (for example, within an exploratory shaft or at a vertical front wall at the foot of a slope).
  • This guide-frame extends all the way from lower pilot tunnel 1 through roof tunnel 3 to the other lower pilot tunnel 2 and follows the shape of the proposed tunnel lining.
  • On guide-frame 4 a cutting tool with at least one cutting wheel 7 moves across the axis of the proposed tunnel.
  • Cutting wheel 7, which turns on axis 8 parallel to the longitudinal direction of the tunnel has a diameter that corresponds to radial height 9 of the tunnel lining and is studded with cutting bits 10 on its periphery.
  • only one cutting wheel 7 is used, and it is movable from one end of guide-frame 4 in pilot tunnel 1 through pilot roof tunnel 3 to the other end of the guide-frame within the cross-section of the other lower pilot tunnel 2.
  • Both lower pilot tunnels 1 and 2 are driven near wall base 11 of the proposed tunnel and contain guide-tracks 12 on which guide-frame 4 is moved forward in the longitudinal direction of the proposed tunnel, as indicated by arrow 13 in FIG. 2.
  • axle 14 of cutting wheel 7 leads through gear case 15 which contains a pivot bearing (not shown) or through some other type of casing, and, in the version shown in the drawing, it is connected to motor 16, which is atached to the cutting wheel.
  • the gear case (or casing) 15 on the other hand, is equipped with track wheels 17 on the inside and with roller 18 on the outside and is carried by track wheels 17 from one end of the guide-frame to the other, while cutting wheel 7, driven by motor 16, rotates around its axis 8 as indicated by the double arrow in FIG. 1 and moves back and forth in correspondence to the cross-section of the proposed tunnel lining.
  • Roller 18 runs along the outer wall of annular space S.
  • the cutting tool In order to enable the cutting tool to perform this lateral movement, it can be attached to a power-driven cogwheel 19 that runs on cogging 20 which, in turn, curves in correspondence to guide-frame 4 and also reaches from one end of the guide-frame to the other.
  • the cutting wheel can also be driven instead by a cable line or by a chain drive.
  • cutting wheel 7 excavates partial annular spaces 5 which follow the cross-section of the tunnel linings and whose radial height 9 approximately corresponds only to the thickness of the proposed tunnel linings, in contrast to partial excavations made by conventional methods.
  • the still remaining core of earth 22 which is excavated later has therefore maximum cross-sectional dimensions.
  • Guide-frame 4 is moved forward in stages within partial annular spaces 5 in axial direction to the prosposed tunnel, according to the progress made in cutting, and is led along guide tracks 12 within the pilot tunnels.
  • the cutting device can also be provided with two such wheels, each of which would excavate one of the two annular spaces 5, whose size and shape always corresponds to half-shell 6 of the tunnel lining to be poured.
  • the two cutting wheels can be moved across the two half arches of guideframe 4 in such a way that their working range slightly overlaps in roof pilot tunnel 3.
  • Each of the two half arches of guide-frame 4 can also be erected a short distance behind each other, so that their upper ends slightly overlap in roof pilot tunnel 3.
  • the partial annular spaces are continuously filled with concrete, which may or may not be reinforced, as the guide-frame with the cutting device advances, and in this way, half-shells 6, for example, the tunnel linings, are being constructed between the pilot tunnels. If, as in the version shown in the drawing, the thickness of half-shells 6 corresponds to radial height 9 of partial annular spaces 5, no formwork at all is required when the half-shells within the annular spaces are poured in concrete. If necessary, a waterproofing and/ or insulation sheet (not shown) can be installed at the outer limit of the annular spaces 5 in order to form a water proofing and/or insulation coat on the outer surface of the tunnel lining.
  • the earth can also be covered with a plastic sheet on the inner wall of annular space 5.
  • Formwork is 'only necessary within the cross-sectional area of pilot tunnels 1, 2 and 3 and can be built like the movable framework sections 23 and 24 shown on the left side of FIG. 1.
  • concrete is placed by pumping it from roof pilot tunnel 3 with concrete pumps in such a way that each half-shell 6 is filled from its base upward.
  • Halfshells 6, for example, the tunnel linings are poured (as shown in FIG. 2), in longitudinal sections 25 whose ends are determined by earth conditions and to whose front ends an inflatable tube 26 can be connected to form a bulkhead.
  • the earth material is not of sufiicient stability, it can be shored at the outer limit of partial annular space 5 in the conventional manner, by means of shoring device 27, which moves forward in the direction of the exca-vation behind guide-frame 4 and whose gradual movement can be controlled from the pilot tunnels.
  • a method for excavating cavities in the construction of subterranean structures including the steps of driving pilot tunnels within the cross-section of a main tunnel to be excavated, excavating partial cavities between said pilot tunnels, forming main tunnel linings with poured concrete in said partial cavities, the radial width of said partial cavities corresponding to the greatest thickness of said linings, and removing the remaining core of earth between said linings, the improvement which comprises forming said partial cavities by moving a cutting tool back and forth throughout a cross-sectional path of said main tunnel in which said lining is to be formed while advancing said cutting tool longitudinally of said tunnel.
  • pilot tunnels comprise two lower lateral tunnels and one central roof tunnel, and wherein said concrete is pumped into said partial cavities from said roof pilot tunnel.

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  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Environmental & Geological Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Geology (AREA)
  • Lining And Supports For Tunnels (AREA)
US859098A 1969-01-27 1969-09-18 Method and apparatus for constructing subterranean structures Expired - Lifetime US3616650A (en)

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
DE19691903911 DE1903911B1 (de) 1969-01-27 1969-01-27 Verfahren und Einrichtung zum Auffahren von Hohlraeumen fuer die Herstellung langgestreckter unterirdischer Bauwerke,insbesondere Tunnels,Stollen od.dgl.

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AT (1) AT300012B (de)
CH (1) CH513293A (de)
DE (1) DE1903911B1 (de)

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3916630A (en) * 1973-04-27 1975-11-04 Gewerk Eisenhuette Westfalia Tunneling methods and apparatus
US5199817A (en) * 1991-09-04 1993-04-06 Mayreder Consult Of The United States, Inc. Process of providing an elongate underground cavity
US12084971B1 (en) * 2023-11-06 2024-09-10 Beijing Urban Construction Design & Development Group Co., Limited Undercutting-covered excavation semi-reverse construction method of cross-transfer subway station

Families Citing this family (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE2813143C3 (de) * 1978-03-25 1980-12-04 Bochumer Eisenhuette Heintzmann Gmbh & Co, 4630 Bochum Vorrichtung zum Vortreiben und Ausbauen einer untertägigen Strecke
DE2909918C3 (de) * 1979-03-14 1985-06-05 Bochumer Eisenhütte Heintzmann GmbH & Co, 4630 Bochum Vorrichtung zum Vortreiben und Ausbauen einer untertägigen Strecke
AT395263B (de) * 1989-01-25 1992-11-10 Friedmann Walter Dipl Ing Verfahren zur herstellung von tunneln in festgestein
DE19859821A1 (de) * 1998-12-23 1999-11-18 Tachus Gmbh Verfahren und Vorrichtung für den Tunnelbau
DE10040777A1 (de) * 2000-08-21 2002-03-07 Tachus Gmbh Verfahren und Maschine für den Tunnelbau, Schalelement und Schalsystem

Family Cites Families (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE1058535B (de) * 1957-06-29 1959-06-04 Walter Hielmann Dr Ing Verfahren zur Errichtung weitgespannter unterirdischer Raeume, z. B. von Tunneln oder Bunkern

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3916630A (en) * 1973-04-27 1975-11-04 Gewerk Eisenhuette Westfalia Tunneling methods and apparatus
US5199817A (en) * 1991-09-04 1993-04-06 Mayreder Consult Of The United States, Inc. Process of providing an elongate underground cavity
US12084971B1 (en) * 2023-11-06 2024-09-10 Beijing Urban Construction Design & Development Group Co., Limited Undercutting-covered excavation semi-reverse construction method of cross-transfer subway station

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Publication number Publication date
CH513293A (de) 1971-09-30
DE1903911B1 (de) 1970-06-18
AT300012B (de) 1972-07-10

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