EP0052292B1 - Verfahren und Vorrichtung zum Vortrieb einer Gleitschalung - Google Patents

Verfahren und Vorrichtung zum Vortrieb einer Gleitschalung Download PDF

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Publication number
EP0052292B1
EP0052292B1 EP81109414A EP81109414A EP0052292B1 EP 0052292 B1 EP0052292 B1 EP 0052292B1 EP 81109414 A EP81109414 A EP 81109414A EP 81109414 A EP81109414 A EP 81109414A EP 0052292 B1 EP0052292 B1 EP 0052292B1
Authority
EP
European Patent Office
Prior art keywords
formwork
tunnel
concrete
gallery
formwork structure
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired
Application number
EP81109414A
Other languages
German (de)
English (en)
French (fr)
Other versions
EP0052292A1 (de
Inventor
Heinz-Theo Dipl.-Ing. Walbröhl
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.)
OFFERTA DI LICENZA AL PUBBLICO
Original Assignee
Walbrohl Heinz-Theo Dipl-Ing
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 Walbrohl Heinz-Theo Dipl-Ing filed Critical Walbrohl Heinz-Theo Dipl-Ing
Priority to AT81109414T priority Critical patent/ATE6803T1/de
Publication of EP0052292A1 publication Critical patent/EP0052292A1/de
Application granted granted Critical
Publication of EP0052292B1 publication Critical patent/EP0052292B1/de
Expired legal-status Critical Current

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04—Lining with building materials
    • E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
    • E21D11/102—Removable shuttering; Bearing or supporting devices therefor

Definitions

  • the invention relates to a method for driving a sliding formwork when expanding a tunnel or tunnel according to the type laid down in the preamble of claim 1, and an apparatus for carrying out this method.
  • a rigid formwork body consisting of formwork skin and stiffeners is advanced by means of hydraulic presses which are supported against holding devices which are clamped in the past, already switched off concrete lining of the tunnel or tunnel.
  • the front of the annular space just mentioned is closed with a front formwork which forms part of the slide formwork, which as a rule moves with the slide formwork, but can be moved forward with respect to the rest of the slide formwork alone to introduce reinforcements if necessary.
  • a continuously advancing sliding formwork must have at least such an axial length that the in-situ concrete coming at its rear end has reached sufficient strength to at least temporarily exert the pressure of the surrounding soil exerted on it from the outside, i.e. H. to be able to take up until it is supported by a support formwork installed behind the sliding formwork, which remains installed until the concrete has reached its final load-bearing capacity.
  • the sliding formwork to be driven as a quasi-one-piece body must be moved at least in its rear area inside a ring made of in-situ concrete that is already hardened to such an extent that it behaves as an inelastic, rigid body. Since the inner diameter or the clear width of this rigid concrete ring zone is subject to certain manufacturing tolerances, there can be increased constraining forces when the sliding formwork is pushed forward because the concrete can no longer deflect. These forces can lead to cracking and breaking in the in-situ concrete. The same applies to the constraining forces that occur when the sliding formwork, which is relatively long in the axial direction, has to be advanced through a tunnel or tunnel section with a curved longitudinal axis.
  • the invention has for its object to provide a method of the type mentioned and an apparatus for performing this method, in which the risk of damage to the concrete lining the tunnel or tunnel due to occurring between these concrete and the sliding formwork when moving the sliding formwork Forces are largely reduced.
  • the invention provides the features set out in claims 1 and 5 (method) and in claim 7 (device).
  • the formwork body is replaced by an appropriate one Support with the help of the elastic instead of the rigid transmission links on the support structure so that it still absorbs the high forces that are exerted on it by the concrete, which is not yet load-bearing, and this concrete surrounding soil can be exercised, but if these forces exceed a predetermined level due to the occurrence of constraints or adhesive stress, they can yield in an elastic manner and thus avoid excessive stress on the rigid, fragile concrete.
  • the method according to the invention can advantageously be used with two fundamentally different types of advance of the sliding formwork, namely both with continuous and with discontinuous advance.
  • the front parts of the formwork body which constantly migrate with the zone of the still liquid or uncured concrete, are practically rigidly supported, while the rear areas, which are constantly surrounded by an already solidified concrete ring, are continuously over the elastic transmission links rest on the support structure.
  • the elastic transmission elements in the front area of the sliding formwork and the rigid transmission elements in the rear area will generally not be expedient, since the sliding formwork must always be expected to come to a standstill for a long time and then have to be started again, which then corresponds to a discontinuous feed operation.
  • the entire sliding formwork can initially be rigidly supported; the transition to elastic support takes place over the entire length of the sliding formwork, either simultaneously or gradually, when the concrete adjacent to the respective areas has achieved sufficient strength.
  • elastic support is switched to at the latest when the sliding formwork to be set in motion is to be set in motion again.
  • a good criterion for switching from rigid to elastic support is given by the time at which the concrete has reached its so-called green stability in the area in question. This is the strength at which the freshly cast vault can not yet take over the existing loads in a self-supporting manner, but is nevertheless so firm that the slip formwork can be temporarily removed and replaced by a subsequent supporting formwork.
  • the formwork body is divided into segments lying next to one another in the circumferential direction, for a short time to lift off individual segments from the concrete and to inject them with a lubricant in order to further reduce the adhesive stresses between the sliding formwork and the hardened concrete .
  • the sliding formwork is advanced by the pressure of the concrete pressed in behind the front formwork.
  • the entire already hardened concrete lining serves as an abutment, over the circumference of which the reaction forces attack very evenly, so that the local pressure loads remain relatively low. Damage to the already hardened concrete lining is impossible with this procedure.
  • a sealing device is provided according to claim 9 between the outer peripheral edge of the face formwork and the excavation wall of the tunnel or tunnel or an outer formwork attached there, to avoid pressure loss and one excessive wear during the continuous advance of the sliding formwork according to claim 10 consists of at least two sealing elements arranged one behind the other in the direction of advance, one of which is always pressed against the wall of the excavation and deforms as part of its inherent elasticity due to the forward movement of the forehead formwork, while the other Sealing elements move freely with the front formwork without deformation.
  • the sealing elements are formed by hoses extending with their longitudinal axis in the direction of the circumference of the end formwork, which can be pressed against the wall of the excavation by increasing their internal pressure and can be withdrawn from the wall of the excavation by lowering this internal pressure.
  • these hoses advantageously have a rectangular profile when viewed in radial section.
  • the actual formwork body consists of a formlining 5 lying against the concrete 4 and stiffeners or formwork elements 6 which act on the relatively thin formwork facing to accommodate those from the outside Give the required rigidity to the forces.
  • a support structure 7 is provided in the interior of the tunnel or tunnel, which in the present example is formed from individual annular support elements 8 spaced apart in the longitudinal direction, the shape of which is adapted in the transverse direction to the shape of the tunnel profile is. In the longitudinal direction, these support elements 8 are rigidly connected to one another by guide bars 9, which are designed as hollow profiles with a rectangular inner cross section.
  • the transmission of the forces exerted on the formwork body 5 consisting of formlining 5 and stiffeners 6 from the outside by the load of the concrete 4 and the soil surrounding them from outside to the support elements 8 are groups of between the stiffeners 6 and the support elements 8 at suitable locations Transfer elements 11 and 12 are arranged, each of these groups comprising at least one transmission element 11 which transmits the forces from the associated stiffening 6 to the respective support element 8 in operation in a rigid manner and in parallel thereto at least one transmission element 12 which transmits these forces in operation in an elastic manner.
  • the rigid transmission members 11 are formed by hydraulic pistons or presses, which, viewed in the transverse direction of the tunnel, are each arranged between two rubber-silicone blocks forming the elastic transmission members 12.
  • the dimensions of the rubber-silent blocks 12 are such that the hydraulic pistons or presses 11 completely support the braces 6 on the support elements 8 in the extended state, so that a rigid power transmission is ensured in this operating state.
  • the hydraulic pistons 11 can be depressurized by a pressure control device (not shown in FIG. 1), so that the rubber-silent blocks 12 arranged next to them elastically transmit the forces exerted by the concrete and the rock on the formwork body to the supporting elements 8.
  • the hydraulic pistons or presses 11 each arranged on a support element 8 can be connected to one another by a pressure line (not shown) in such a way that they can be pressurized or depressurized at the same time.
  • a pressure line not shown
  • the hydraulic presses or cylinders 11 of a support element 8 can be controlled individually or in groups.
  • the pressure ratios of hydraulic pistons or presses 11 mounted on different support elements 8 can preferably be controlled independently of one another.
  • the formwork body is divided into individual segments 14 in the circumferential direction both in the case of a circular or rounded and in the case of an angular tunnel or tunnel cross-sectional profile.
  • the formlining 5 seen in the circumferential direction, consists of individual formwork panels 15 which are arranged directly next to one another in the circumferential direction.
  • the joints between these individual formwork panels 15 are bridged by seals 16 made of plastic or rubber, which enables a certain relative mobility of the formwork panels with respect to one another.
  • the stiffeners 6 also consist of individual stiffening elements 17 arranged next to one another in the circumferential direction of the tunnel, each of which is assigned to a formwork panel 15.
  • each stiffening element 17 is supported on a corresponding support element 8 via two groups of transmission members 11 and 12.
  • the annular cavity enclosed between the tunnel or tunnel excavation wall 3 or an outer formwork and the formlining 5 is closed at its front end by a front formwork 20, which consists of the actual formwork elements 21 and one this formwork elements bearing ring structure 22.
  • the end formwork ring 22 is connected via longitudinal beams 23 to the support structure 7 of the sliding formwork 2 consisting of the support elements 8 in that the longitudinal beams 23 are guided in the longitudinal bars 9 of the support structure 7 so as to be displaceable in the longitudinal direction.
  • the longitudinal beams 23 are rigidly connected to the longitudinal spars 9, so that the entire sliding formwork can be driven like a one-piece body.
  • the rigid connection between the front formwork 20 and the supporting structure 7 can be released and the front formwork 20 with the help of non-illustrated, between the longitudinal beams 23 and the longitudinal spars 9 only for those cases in which a section of the tunnel wall to be concreted must be provided with reinforcements acting pneumatic or hydraulic presses are advanced with respect to the support structure 7 alone.
  • the front formwork 20 and the support structure 7 remain firmly connected to one another.
  • the hardened in-situ concrete 4 that closes this annular space to the rear serves as an abutment.
  • This type of tunneling is particularly advantageous because it makes it unnecessary to provide any abutments for advancing the sliding formwork 2 within the precast concrete cross-section, thereby avoiding the spatial constriction associated therewith and also the risk of damage to the already finished in-situ concrete. It is also possible in this way to achieve extraordinarily good compression or compaction of the liquid concrete freshly filled into the annular cavity 31 between the tunnel excavation wall 3 and the formlining 5.
  • Fig. 3 the sealing device 27, which is only shown in general in Fig. 2, is shown on an enlarged scale so that its construction according to the invention is clear.
  • the support according to the invention of the formwork shell 5 and bracing 6 on the support elements 8 via mutually parallel, optionally operational rigid and elastic transmission members 11 and 12 can be carried out not only regardless of whether the advance of the sliding formwork 2 continuously or discontinuously takes place, but also regardless of whether it is carried out in a known manner with the help of hydraulic or pneumatic presses, which are supported on the one hand on abutments installed in the finished tunnel and on the other hand on the support structure 7, or whether the driving forces in the invention according to the particular are preferably generated by the pressure of the liquid concrete pressed in behind the face formwork 20.
  • a sealing device 27 is used for this purpose, which comprises a first inflatable tube element 28, which extends in the circumferential direction of the front formwork 20 and is rectangular in its cross section shown in FIG. 3, and which is firmly connected to the end formwork 20 in its radially inner region protrudes beyond its radial outer edge in the inflated state to such an extent that its radial outer surface is firmly pressed against the wall 3 of the tunnel.
  • the radial outer surface of the hose element 28 does not rub against the breakout wall 3 when the front formwork 20 moves further in the direction of arrow V, which leads to a pressure loss behind the front formwork 20 could lead and a very heavy wear of the hose element 28 would result, according to the invention, in the axial direction, in addition to the first hose element 28, at least one further hose element 29, basically constructed in the same way, is fastened to the peripheral edge of the front formwork 20.
  • This second hose element 29 remains depressurized for as long and is therefore not in contact with the breakout wall 3 as long as the first hose element 28 is under pressure and assumes the required sealing function.
  • the second hose element 29 now resting on the breakout wall 3 is deformed in the manner shown in FIG. 3 for the hose element 28. If this deformation has progressed to such an extent that the outer surface of the hose element 29 could slide against the breakout wall 3 again, the third hose element 30 is pressurized, which now takes over the sealing function, while the hose element 29 is relieved again.
  • the front formwork can also be subdivided into segments to which the concrete is fed separately.
  • a separate pressure control can be provided for the hose elements of each segment in order to enable a certain directional control of the face formwork 20 if it is to be pushed forward, for example, in a tunnel or gallery with a curved longitudinal axis.
  • the hydraulic press forming a rigid transmission member 11 comprises a double-acting piston 33 which can be pushed back and forth in a cylinder 2 and which, for example, bears a plunger 34 which can be pressed against a stiffener 6 and retractable therefrom, during Cylinder 32 is connected to a base plate 40, which rests, for example, on a support element 8.
  • the interior of the cylinder 32 can either be connected in front of or behind the piston 33 via lines 35 or 36 to a pressure source 37 in order to press the plunger 34 against the stiffener 6 or to pull it back from the stiffener.
  • shut-off valve 38 From the line 35 a branch leads via a shut-off valve 38 to a gas cushion 39 which, in parallel to the hydraulic press 11 instead of or in addition to the rubber-silent blocks 12 shown in FIGS. 1 and 2, acts as an elastic transmission member between the formwork body 5, 6 and the support structure 7 can be arranged.
  • the shut-off valve 38 With the help of the shut-off valve 38, it is possible to shut off the line leading from the hydraulic pump 37 to the gas cushion 39 and to build up the hydraulic pressure required for the rigid support of the formwork body 5, 6 in the hydraulic cylinder 32. If the shut-off valve 38 is then opened, the connection to the gas cushion 39 ensures elastic support.

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  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Architecture (AREA)
  • Structural Engineering (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Civil Engineering (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Geology (AREA)
  • Lining And Supports For Tunnels (AREA)
  • Forms Removed On Construction Sites Or Auxiliary Members Thereof (AREA)
  • Slide Fasteners (AREA)
  • Mounting, Exchange, And Manufacturing Of Dies (AREA)
EP81109414A 1980-11-17 1981-10-30 Verfahren und Vorrichtung zum Vortrieb einer Gleitschalung Expired EP0052292B1 (de)

Priority Applications (1)

Application Number Priority Date Filing Date Title
AT81109414T ATE6803T1 (de) 1980-11-17 1981-10-30 Verfahren und vorrichtung zum vortrieb einer gleitschalung.

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
DE3043312 1980-11-17
DE3043312A DE3043312C2 (de) 1980-11-17 1980-11-17 Gleitschalung zum Einbringen einer Ortbetonauskleidung sowie Verfahren zum Einbringen von Ortbeton im Stollen- und Tunnelbau

Publications (2)

Publication Number Publication Date
EP0052292A1 EP0052292A1 (de) 1982-05-26
EP0052292B1 true EP0052292B1 (de) 1984-03-21

Family

ID=6116980

Family Applications (1)

Application Number Title Priority Date Filing Date
EP81109414A Expired EP0052292B1 (de) 1980-11-17 1981-10-30 Verfahren und Vorrichtung zum Vortrieb einer Gleitschalung

Country Status (8)

Country Link
US (1) US4437788A (enrdf_load_stackoverflow)
EP (1) EP0052292B1 (enrdf_load_stackoverflow)
JP (1) JPS57112599A (enrdf_load_stackoverflow)
AT (1) ATE6803T1 (enrdf_load_stackoverflow)
CA (1) CA1182654A (enrdf_load_stackoverflow)
DE (2) DE3043312C2 (enrdf_load_stackoverflow)
ES (1) ES8304258A1 (enrdf_load_stackoverflow)
PT (1) PT74002B (enrdf_load_stackoverflow)

Families Citing this family (22)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE3201087A1 (de) * 1982-01-15 1983-07-28 Erich 6312 Laubach Bingießer "kombinierte tunnel- bzw. schachtbohrmaschine mit gleichzeitigem verschalen und versteifen des schachttunnels sowie ruecktransport des aushubmaterials"
FI73046C (fi) * 1983-06-13 1987-08-10 Tampella Oy Ab Foerfarande och apparat foer inmatning av gjutmedel i ett borrhaol vid gjutbultning av berg.
DE3406980C1 (de) * 1984-02-25 1985-04-04 Hochtief Ag Vorm. Gebr. Helfmann, 4300 Essen Verfahren und Vorrichtung zum fortlaufenden Auskleiden eines Tunnels mit Ortbeton
US4793736A (en) * 1985-08-19 1988-12-27 Thompson Louis J Method and apparatus for continuously boring and lining tunnels and other like structures
DE3529998A1 (de) * 1985-08-22 1987-02-26 Hochtief Ag Hoch Tiefbauten Verfahren und vorrichtung zum fortlaufenden auskleiden eines tunnels mit extrudierbeton
US4710058A (en) * 1987-02-25 1987-12-01 Han Man Y Concrete lining machine
US4769192A (en) * 1987-03-27 1988-09-06 Blaw Knox Corporation Pulsating slip form apparatus and method
DE3732598A1 (de) * 1987-04-24 1988-11-03 Wasserversorgung Abwasse Verfahren und entmischungsfreier beton zur sanierung unterirdischer kanalisationen
DD279796A3 (de) * 1987-04-24 1990-06-20 Wasserversorgung Abwasse Festkoerpersegmentinnenschalung zur sanierung unterirdischer kanalisationen
DE3724769A1 (de) * 1987-07-25 1989-02-02 Hochtief Ag Hoch Tiefbauten Schalung fuer eine tunnelauskleidung mit ortbeton
EP0303775B1 (de) * 1987-08-13 1992-03-04 Hochtief Aktiengesellschaft Vorm. Gebr. Helfmann Verfahren zum Schildvortrieb eines Tunnels
DE3729560A1 (de) * 1987-09-04 1989-03-16 Mts Minitunnelsysteme Gmbh Verfahren und vorrichtung zur herstellung einer rohrleitung in einer im erdreich ausgebildeten durchbohrung
US5269628A (en) * 1989-06-09 1993-12-14 Walbroehl H T Device for opening and supporting a headway
DE4002669A1 (de) * 1990-01-30 1991-08-01 Walbroehl H T Selbstschreitende stuetz- und gleitschaltung zum einbringen einer ortbetonauskleidung
GB2291099B (en) * 1994-07-02 1997-12-17 George Henry Slade Tunnel lining
NO20004536D0 (no) * 2000-09-12 2000-09-12 Knut Fossum Glidestøp, forskaling ved utstøping med sprøytebetong
NL1018500C2 (nl) * 2001-07-09 2003-01-14 Ind Tunnelbouw Methode C V Bekisting en werkwijze voor het bouwen van een beklede tunnel.
ES2338289B8 (es) * 2007-05-14 2011-07-18 Dragados, S.A. "maquina para perforar y hormigonar un tunel en continuo".
CN102735581B (zh) * 2012-07-19 2014-03-26 先进储能材料国家工程研究中心有限责任公司 一种无损连续检测带状材料密度均匀性的装置和方法
CN106917627B (zh) * 2017-03-24 2019-06-11 中建交通建设集团有限公司 一种富水地层暗挖施工下导洞的超前支护方法
EP4267835A1 (en) * 2020-12-23 2023-11-01 Hinfra S.r.l. Automated method and processing train for lining tunnels
CN115288726A (zh) * 2022-08-25 2022-11-04 浙大城市学院 一种充气折叠式隧道用加固结构及其施工方法

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CA774835A (en) 1968-01-02 Bergstrom Erik Method of and means for constructing concrete lined tunnels and the like
US3350889A (en) 1964-04-15 1967-11-07 Sturm Karl Apparatus for driving and lining tunnels in unstable soil
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DE1534599A1 (de) * 1966-02-26 1969-07-31 Berger Dr Ing Hermann Verfahren zur Herstellung eines fugenlosen Schalbetons in Stollen und Tunnels
FR1559149A (enrdf_load_stackoverflow) * 1967-02-20 1969-03-07
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FR2230806A1 (en) * 1973-05-23 1974-12-20 Buffet Paul Three track railway tunnel relining system - canopy is erected over central track, allowing this to remain in use
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DE2615264C2 (de) 1976-04-08 1985-01-03 Gewerkschaft Eisenhütte Westfalia, 4670 Lünen Richtungssteuerungseinrichtung für eine Vortriebseinrichtung für das Auffahren von Tunneln, Stollen u.dgl.
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DE2725827C2 (de) * 1977-06-08 1985-10-24 Gewerkschaft Eisenhütte Westfalia, 4670 Lünen Messerschild-Vortriebseinrichtung
FR2380413A1 (fr) 1977-02-15 1978-09-08 Gewerk Eisenhuette Westfalia Procede et dispositif pour le creusement de tunnels, galeries et cavites analogues, avec pose simultanee d'un revetement en beton
DE2844953C2 (de) * 1978-10-16 1983-01-05 Gosudarstvennyj proektno-izyskatel'skij institut Metrogiprotrans, Moskva Tunnelvortriebsschild mit nachschleppbarer Schalung zum Einbringen einer Ortbetonauskleidung
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GB2063977A (en) * 1979-11-27 1981-06-10 Markham & Co Ltd Improvements in Tunnelling or Mining Canopies

Also Published As

Publication number Publication date
DE3162826D1 (en) 1984-04-26
PT74002B (fr) 1983-07-01
CA1182654A (en) 1985-02-19
DE3043312A1 (de) 1982-07-08
DE3043312C2 (de) 1986-10-09
JPS6257797B2 (enrdf_load_stackoverflow) 1987-12-02
ATE6803T1 (de) 1984-04-15
ES507137A0 (es) 1983-02-16
US4437788A (en) 1984-03-20
PT74002A (fr) 1981-12-01
EP0052292A1 (de) 1982-05-26
ES8304258A1 (es) 1983-02-16
JPS57112599A (en) 1982-07-13

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