GB1570552A - Method and a machine for continuously lining a tunnel with cast-in-situ compressed concrete - Google Patents
Method and a machine for continuously lining a tunnel with cast-in-situ compressed concrete Download PDFInfo
- Publication number
- GB1570552A GB1570552A GB265077A GB265077A GB1570552A GB 1570552 A GB1570552 A GB 1570552A GB 265077 A GB265077 A GB 265077A GB 265077 A GB265077 A GB 265077A GB 1570552 A GB1570552 A GB 1570552A
- Authority
- GB
- United Kingdom
- Prior art keywords
- jacks
- shield
- concrete
- casing
- tunnel
- 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
Links
- 239000004567 concrete Substances 0.000 title claims description 64
- 238000011065 in-situ storage Methods 0.000 title claims description 23
- 238000000034 method Methods 0.000 title claims description 19
- 238000007789 sealing Methods 0.000 claims description 23
- 238000006243 chemical reaction Methods 0.000 claims description 18
- 238000005553 drilling Methods 0.000 claims description 16
- NMFHJNAPXOMSRX-PUPDPRJKSA-N [(1r)-3-(3,4-dimethoxyphenyl)-1-[3-(2-morpholin-4-ylethoxy)phenyl]propyl] (2s)-1-[(2s)-2-(3,4,5-trimethoxyphenyl)butanoyl]piperidine-2-carboxylate Chemical compound C([C@@H](OC(=O)[C@@H]1CCCCN1C(=O)[C@@H](CC)C=1C=C(OC)C(OC)=C(OC)C=1)C=1C=C(OCCN2CCOCC2)C=CC=1)CC1=CC=C(OC)C(OC)=C1 NMFHJNAPXOMSRX-PUPDPRJKSA-N 0.000 claims description 12
- 230000002787 reinforcement Effects 0.000 claims description 11
- 238000005266 casting Methods 0.000 claims description 5
- 239000002689 soil Substances 0.000 claims description 5
- 238000000465 moulding Methods 0.000 claims description 4
- 230000015572 biosynthetic process Effects 0.000 claims description 3
- 230000000694 effects Effects 0.000 claims description 3
- 238000005755 formation reaction Methods 0.000 claims description 3
- 230000003068 static effect Effects 0.000 claims description 2
- 238000007796 conventional method Methods 0.000 description 2
- 238000012937 correction Methods 0.000 description 2
- 230000003245 working effect Effects 0.000 description 2
- OIRDTQYFTABQOQ-UHTZMRCNSA-N Vidarabine Chemical compound C1=NC=2C(N)=NC=NC=2N1[C@@H]1O[C@H](CO)[C@@H](O)[C@@H]1O OIRDTQYFTABQOQ-UHTZMRCNSA-N 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000013641 positive control Substances 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 239000003351 stiffener Substances 0.000 description 1
Classifications
-
- 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
Landscapes
- 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)
- Excavating Of Shafts Or Tunnels (AREA)
Description
(54) A METHOD AND A MACHINE FOR CONTINUOUSLY
LINING A TUNNEL WITH CAST-IN-SITU COMPRESSED
CONCRETE
(71) We, BADE & CO. GMBH, a company organised and existing under the laws of the Federal Republic of Germany, of Germaniastrasse 9, 3160 Lehrte, Federal
Republic of Germany; COMPAGNIE
D'ENTREPRISES OFE S.A., a company organised and existing under the laws of
Belgium, of Square Frère-Orban 10, 1040 Bruxelies, Belgium; LES ENTREPRISES
ED.FRANCOIS ET FILS S.A., a company organised and existing under the laws of
Belgium, of Rue du Cornet 43, 1040 Bruxelles,
Belgium; and COMPAGNIE INTER
NATIONALE DES PIEUX ARMES FRANKIGNOUL S.A., a company organised and existing under the laws of Belgium, of Rue Retry 796, 4000 Liege, Belgium; do hereby declare the invention, for which we pray that a patent may be granted to us, and the method by which it is to be performed, to be particularly described in and by the following statement: This invention relates to a method and a machine for continuously lining a tunnel with cast-in-situ compressed concrete.
It is known that tunnels can be lined with cast-in-situ concrete. For this purpose, a given section of tunnel, excavated manually or by means of a suitable machine, is generally lined at the same rate as tunnelling advances. Conventional methods and the machines by which they are carried out are designed in such a way that fresh concrete is pumped into the empty space left between the shield and the assembled casing. The thrust jacks of the shield rest against this concrete by way of a pressuredistributing ring. However, the thrust reaction is only possible when the fresh concrete has acquired a given degree of strength which unfortunately represents a loss of time for the advance of tunnelling.Since it is not possible to apply the pressure forces introduced through the distributing ring in a partial, i.e. differentiated, manner, indeterminate, uncontrollable stresses are set up in the fresh concrete.
It follows that, in the case of ground offering very little resistance, the concrete mass is pushed into the ground in accordance with the rules of least resistance. During the necessary corrections to the orientation of the sliield or during tunnelling around curves, unforseeable phenomena linevitably arise. In addition, tunnelling cannot be continued during setting of the concrete Ibecause the trust forces cannot be equalised.
In conventional methods, it is difficult if not impossible, for structural reasons, to introduce and fix with precision a reinicesnent for the concrete in accordance with the rules of the art.
The new method and the machine by which it is carried out enable these disadvantages to be obviated.
Accordingly, the present invention relates to the formation of a tunnel lining during which the cast-in-situ concrete is coinpresed immediately after casting, resulting in considerable advantages in regard to its oompactness and strength just after casting.
The invention provides a method of lining a tunnel with cast-in-situ concrete using a tunnelling machine having a shield which is advanced as tunnelling progresses, comprising installing a casing ring section end-to-end with a previously installed casing ring section having hardened cast-in-situ concrete between it and the surrounding tunnel wall, advancing the shield relative to the tunnel lining using means which react directly against the last installed casing ring section whilst introducing fresh concrete into a space between the last installed casing ring section and the surrounding tunnel wall and subjecting such fresh concrete to pressure while it sets by elements which are operated independently of the reaction forces accompanying advance of the shield to maintain that concrete substantially in equilibrium with respect to the forces occurring thereon.
The cast-in-situ concrete may be provided with longitudinal and circumferential reinforcement.
The invention also provides a tunnelling machine comprising means operable to advance a shield, and means for subjecting a tunnel lining cast-in-situ concrete, after casting to a pressure which can be controlled independently of the reaction forces accompanying operation of said shield advance means, said pressure subjecting means comprising a continuous or sectored sealing ring and a plurality of jacks associated with said sealing ring and being adapted to operate and to be controlled separately or in groups, said jacks being carried by a continuous or sectored pressure
distributing ring of said machine, and said
shield advance means comprising advance
jacks reacting against said pressure-distributing
ring.
The sealing ring may be equipped with
sealing elements which act against tunnel cas
ing elements and a wall of said shield.
Devices for introducing longitudinal re enforcing rods may also be provided in said
sealing ring.
One embodiment of the invention will now
be described by way of example and with reference to the accompanying drawings,
wherein: Figure 1 is a view, partly in section on the
line II of Figure 1: of a completely auto
mated shield tunnelling machine which is
equipped with all the means for carrying out
the method according to the invention.
Figure 1' is a section on the line Il-Il of
Figure 1.
Figure 1', is a partial section showing one
example of longitudinal reinforcement.
Figure 2 shows the first phase of the work
ing cycle.
Figure 3 shows the second phase of the
working cycle.
Figure 4 shows the third phase of the work
ing cycle.
In the shield 1 of a tunnelling machine, for
example of the completely mechanised type,
there is mounted a drilling head 2 of known
type (Figure 1', 1" and Figure 1) moving
horizontally by means of a hydraulic jack. In
addition, advance jacks 3 and auxiliary jacks
4 are arranged in the shield. The two types of
jack are connected to a pressure-distributing
ring 5.
This pressure-distributing ring 5 rests on
casing elements 6 composed of as many rings
as have to be maintained for taking up the
thrust forces of the jacks 3 and 4 and for
reaching the zone where the concrete has
already acquired sufficient strength. In the pressure-distributing ring 5, there are a num
ber of other jacks 8 which are controlled
independently and which act on a common
sealing ring 9 equipped with special sealing
elements 10. The reinforcement incorporated
is denoted by the reference 11. In addition,
elements 12 (Figure 1") intended to ensure
the continuity of the longitudinal reinforcement
of the tunnel for the cast concrete may be provided parallel to the axis of the tunnel. It is obvious that manual shields or partially mechanised shield 'installations may in principle be equipped in the same way.
Accordingly, the sole function of the advance jacks 3 is to push the shield against the cutting face, whereas the function of the auxiliary jacks 4 is, on the one hand, to assist the advance jacks 3 during the performance of this function and, on the other hand, to remain under pressure in groups against the casing elements during the withdrawal of the advance jacks, as shown in Figure 4, so as to enable the casing to be reinforced and fresh concrete to be pumped in. By contrast, the sole function of the jacks 8, which work independently, is to apply a pressure to the fresh concrete.
The drilling head 2 is supported against a transverse stiffener by way of thrust jacks 16 and supports 15. At its sides, the drilling head 2 is guided by journals 19 in bearings 20 which provide for the tilting movements of the drilling head, as shown in Figure 1.
The method according to the invention and the machine by which it is carried out operate as follows: during the first phase of the working cycle (Figure 2), the drilling head 2, the thrust jacks 3 and the auxiliary jacks 4 are retracted in the shield 1. The reinforcement 11 is prepared and the empty space between the shield 1 and the casing element 6 is filled with fresh concrete by means of a concrete pump: The pressure distributing ring 5, which is connected to the thrust jacks 3 and to the auxiliary jacks 4, rests on the casing elements 6 whilst the freshly cast concrete is compacted both by the pressure of the concrete pump and by the effect of the sealing ring 9 to which the independently controlled jacks 8 are connected.
During the second phase of the working cycle (Figure 3), the shield 1-is pushed frontwards by the thrust jacks 3 and the auxiliary jacks 4, the reaction forces taken up by the pressure-distributing ring 5 being transmitted to the casing elements 6. Since, due to their length, the casing elements 6 rest on the already hardened concrete of the tunnel, it is possible to make precise corrections to the onentation of the shield 1, for example for curves, by a positive control. During the forward movement of the shield 1 by means of the thrust jacks 3 and the auxiliary jacks 4, the drilling head 2 is in operation and excavates the ground. During this working phase it is particularly important for the independent jacks 8 to push their sealing ring 9 against the fresh concrete under controllable pressure, undesirable increases and reductions in pressure being avoided by virtue of the separate control of the jacks 8.
The fresh concrete is then compressed and compacted according to the geological requirements or mechanics of the soil. On completion of the second phase of the working cycle, the shield 1 is pushed forwards by a distance corresponding to the length of stroke of the jacks 3 and the auxiliary jacks 4 and the adjoining soil is excavated by the drilling head 2.
During the third phase of the working cycle, the thrust jacks 3 are retracted whilst the auxiliary jacks 4 remain under pressure in groups against the casing elements 6 (Figure 4). By retracting or extending the groups of auxiliary jacks 4, the longitudinal and circumferential reinforcement 11 may now be placed in position whilst the necessary casing elements
6 may be pre-assembled. The space for the
next filling of fresh concrete is created between
the end of the shield 1 and the casing element
6. At the same time and during the positioning
of the reinforcement 11, the drilling head 2
advances by means of its independent advance
jacks 16 along the path available so that no
time is lost for the drilling of the tunnel.
To this end, the reaction force remains
transmitted to the casing 6 by way of the
auxiliary jacks 4.
During the fourth phase of the working
cycle, the shield 1 is pushed forward by the
thrust jacks 3 and the auxiliary jacks 4 and,
at the same time, the fresh concrete is pumped
into the empty space. The jacks 8 are actuated
in such a way that the sealing ring 9 applies
the required pressure to the fresh concrete 7.
The special sealing elements 10 are applied
to the casing 6 and to the wall of the shield
in such a way that the fresh concrete is unable
to escape. Following the application of a suit
able pressure to the fresh concrete 7, the jacks
8 with the sealing ring 9 come into operation
until the required pressure equilibrium is
obtained and keep this equilibrium constant
irrespective of the reaction forces which have
to be created by the thrust jacks 3 and the
auxiliary jacks 4. The drill head 2 is retracted
back into the rear position in the shield 1. On
completion of this fourth phase of the working
cycle, the complete cycle may begin again.
By virtue of the method and the arrange
ment of the machine, the casing elements 6
may assume any required form in regard to
the moulding of the fresh pumped concrete.
In this way, the moulding of the cast-in-situ
compressed concrete may for example be optimally adapted to the static requirements of a
tunnel lining in accordance with the geological
requirements and mechanics of the soil. The casing elements 6 used are divided up into
individual elements in such a way that, on each occasion, they may be separately dismantled after setting of the concrete and may be reassembled for another cycle in the vicinity of the jacks 3 and 4.
It will be appreciated that the casing elements may advantageously be provided with reaction ribs or other formations capable of
producing a positive keying effect between the
cast-in-situ concrete and the casing elements
to improve adhesion therebetween.
WHAT WE CLAIM IS:
1. A method of lining a tunnel with cast-in
situ concrete using a tunnelling machine having
a shield which is advanced as tunnelling pro
gresses, comprising installing a casing ring
section end-to-end with a previously installed
casing ring section having hardened cast-in
situ concrete between it and the surrounding
tunnel wall, advancing the shield relative to
the tunnel lining using means which react
directly against the last installed casing ring
section whilst introducing fresh concrete into
a space between the last installed casing ring
section and the surrounding tunnel wall and
subjecting such fresh concrete to pressure
while it sets by elements which are operated
independently of the reaction forces accom
panying advance of the shield to maintain that
concrete substantially in equilibrium with
respect to the forces occurring thereon.
2. A method as claimed in claim 1, wherein
the cast-in-situ concrete is provided with longitudinal and circumferential reinforcement.
3. A method as claimed in claim 1 or claim
2, wherein the casing ring sections are pro
vided with reaction ribs or other devices which
improve their adhesion to the hardened cast in-situ concrete.
4. A tunnelling machine comprising means
operable to advance a shield, and means for
subjecting a tunnel lining of cast-in-situ con
crete, after casting to a pressure which can Ibe controlled independently of the reaction
forces accompanying operation ob said shield advance means, said pressure subjecting
means comprising a continuous or sectored
sealing ring and a plurality d jacks associated with said sealing ring and being adapted to operate and to be controlled separately or in groups, said jacks being carried by a continuous or sectored pressureAistributing ring of said machine, and said shield advance means comprising advance jacks reacting against said pressure-distrigouting ring.
5. A machine as claimed in claim 4, including auxiliary advance jacks also reacting against said continuous or sectored pressure-distributing ring and being operable independently of said advance jacks.
6. A machine as claimed in claim 4 or claim 5, wherein the sealing ring is equipped with sealing elements which act against tunnel casling elements and a wall of said shield.
7. A machine as claimed in any one of claims 4 to 6, including a drilling head arranged in the shield and displaceable by jacks, the horizontal reactions accompanying a drilling process by said head being transmitted to tunnel casing elements by way of said
**WARNING** end of DESC field may overlap start of CLMS **.
Claims (9)
- **WARNING** start of CLMS field may overlap end of DESC **.corresponding to the length of stroke of the jacks 3 and the auxiliary jacks 4 and the adjoining soil is excavated by the drilling head 2.During the third phase of the working cycle, the thrust jacks 3 are retracted whilst the auxiliary jacks 4 remain under pressure in groups against the casing elements 6 (Figure 4). By retracting or extending the groups of auxiliary jacks 4, the longitudinal and circumferential reinforcement 11 may now be placed in position whilst the necessary casing elements6 may be pre-assembled. The space for the next filling of fresh concrete is created between the end of the shield 1 and the casing element 6. At the same time and during the positioning of the reinforcement 11, the drilling head 2 advances by means of its independent advance jacks 16 along the path available so that no time is lost for the drilling of the tunnel.To this end, the reaction force remains transmitted to the casing 6 by way of the auxiliary jacks 4.During the fourth phase of the working cycle, the shield 1 is pushed forward by the thrust jacks 3 and the auxiliary jacks 4 and, at the same time, the fresh concrete is pumped into the empty space. The jacks 8 are actuated in such a way that the sealing ring 9 applies the required pressure to the fresh concrete 7.The special sealing elements 10 are applied to the casing 6 and to the wall of the shield in such a way that the fresh concrete is unable to escape. Following the application of a suit able pressure to the fresh concrete 7, the jacks8 with the sealing ring 9 come into operation until the required pressure equilibrium is obtained and keep this equilibrium constant irrespective of the reaction forces which have to be created by the thrust jacks 3 and the auxiliary jacks 4. The drill head 2 is retracted back into the rear position in the shield 1. On completion of this fourth phase of the working cycle, the complete cycle may begin again.By virtue of the method and the arrange ment of the machine, the casing elements 6 may assume any required form in regard to the moulding of the fresh pumped concrete.In this way, the moulding of the cast-in-situ compressed concrete may for example be optimally adapted to the static requirements of a tunnel lining in accordance with the geological requirements and mechanics of the soil. The casing elements 6 used are divided up into individual elements in such a way that, on each occasion, they may be separately dismantled after setting of the concrete and may be reassembled for another cycle in the vicinity of the jacks 3 and 4.It will be appreciated that the casing elements may advantageously be provided with reaction ribs or other formations capable of producing a positive keying effect between the cast-in-situ concrete and the casing elements to improve adhesion therebetween.WHAT WE CLAIM IS: 1. A method of lining a tunnel with cast-in situ concrete using a tunnelling machine having a shield which is advanced as tunnelling pro gresses, comprising installing a casing ring section end-to-end with a previously installed casing ring section having hardened cast-in situ concrete between it and the surrounding tunnel wall, advancing the shield relative to the tunnel lining using means which react directly against the last installed casing ring section whilst introducing fresh concrete into a space between the last installed casing ring section and the surrounding tunnel wall and subjecting such fresh concrete to pressure while it sets by elements which are operated independently of the reaction forces accom panying advance of the shield to maintain that concrete substantially in equilibrium with respect to the forces occurring thereon.
- 2. A method as claimed in claim 1, wherein the cast-in-situ concrete is provided with longitudinal and circumferential reinforcement.
- 3. A method as claimed in claim 1 or claim 2, wherein the casing ring sections are pro vided with reaction ribs or other devices which improve their adhesion to the hardened cast in-situ concrete.
- 4. A tunnelling machine comprising means operable to advance a shield, and means for subjecting a tunnel lining of cast-in-situ con crete, after casting to a pressure which can Ibe controlled independently of the reaction forces accompanying operation ob said shield advance means, said pressure subjecting means comprising a continuous or sectored sealing ring and a plurality d jacks associated with said sealing ring and being adapted to operate and to be controlled separately or in groups, said jacks being carried by a continuous or sectored pressureAistributing ring of said machine, and said shield advance means comprising advance jacks reacting against said pressure-distrigouting ring.
- 5. A machine as claimed in claim 4, including auxiliary advance jacks also reacting against said continuous or sectored pressure-distributing ring and being operable independently of said advance jacks.
- 6. A machine as claimed in claim 4 or claim 5, wherein the sealing ring is equipped with sealing elements which act against tunnel casling elements and a wall of said shield.
- 7. A machine as claimed in any one of claims 4 to 6, including a drilling head arranged in the shield and displaceable by jacks, the horizontal reactions accompanying a drilling process by said head being transmitted to tunnel casing elements by way of saidshield, the advance jacks and said pressuredistributing ring.
- 8. A method as claimed in claim 1 and sub siantially as described herein.
- 9. A tunnelling machine substantially as described herein with reference to the accom panying drawings.
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| BE163913A BE838048A (en) | 1976-01-29 | 1976-01-29 | METHOD AND MACHINE FOR EXECUTING A CONTINUOUS TUNNEL COATING IN CAST-IN-PLACE AND COMPRESSED CONCRETE |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| GB1570552A true GB1570552A (en) | 1980-07-02 |
Family
ID=3842849
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| GB265077A Expired GB1570552A (en) | 1976-01-29 | 1977-01-21 | Method and a machine for continuously lining a tunnel with cast-in-situ compressed concrete |
Country Status (6)
| Country | Link |
|---|---|
| DE (2) | DE7614295U1 (en) |
| EG (1) | EG17066A (en) |
| FR (1) | FR2339737A1 (en) |
| GB (1) | GB1570552A (en) |
| LU (1) | LU76592A1 (en) |
| NL (1) | NL181514C (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB2184768A (en) * | 1985-12-25 | 1987-07-01 | Shimizu Construction Co Ltd | Shield tunnelling method and assembling and disassembling apparatus for use in practising the method |
Families Citing this family (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CH623887A5 (en) * | 1977-09-27 | 1981-06-30 | Locher & Cie Ag | |
| FR2430514A1 (en) * | 1978-07-03 | 1980-02-01 | Socea | Tunnel concrete lining system - uses heating formwork and insulating material applied to casing |
| DE3015210C2 (en) * | 1980-04-19 | 1983-01-13 | Bade & Theelen Gmbh, 3160 Lehrte | Shield driving machine for tunnels and routes |
| DE3023026C2 (en) * | 1980-06-20 | 1982-09-16 | Bilfinger + Berger Bauaktiengesellschaft, 6800 Mannheim | Method and device for the production of an in-situ concrete lining for a tunnel tube to be driven using the shield driving method |
| DE3025922A1 (en) * | 1980-07-09 | 1982-01-28 | Gewerkschaft Eisenhütte Westfalia, 4670 Lünen | DEVICE FOR CONTROLLING THE HYDRAULIC FORWARD SHUTTER CYLINDER WHEN INSTALLING A LOCAL CONCRETE LINING IN UNDERGROUND CONSTRUCTIONS, LIKE IN PARTICULAR TUNNELS, COUNTERS, UNDERGROUND ROUTES AND THE LIKE. |
| DE3127311C1 (en) * | 1981-07-10 | 1983-02-03 | Hochtief Ag Vorm. Gebr. Helfmann, 4300 Essen | Apparatus for driving a tunnel |
| DE3218643A1 (en) * | 1982-05-18 | 1983-11-24 | Philipp Holzmann AG, Hauptniederlassung Düsseldorf, 4000 Düsseldorf | Method of producing an underground tunnel structure |
| DE3218642A1 (en) * | 1982-05-18 | 1983-11-24 | Philipp Holzmann AG, Hauptniederlassung Düsseldorf, 4000 Düsseldorf | Underground tunnel structure |
| DE3238640A1 (en) * | 1982-08-31 | 1984-04-19 | Hölter, Heinz, Dipl.-Ing., 4390 Gladbeck | Mine and tunnel roadway support with profiling arm |
| US4674913A (en) * | 1983-03-22 | 1987-06-23 | Shinichi Matsuda | Apparatus for construction of continuous article having bores |
| DE3404839A1 (en) * | 1984-02-10 | 1985-09-12 | Alfred Kunz GmbH & Co, 8000 München | SHIELD DRIVING METHOD FOR PRODUCING A LOCAL CONCRETE PIPE AND DEVICE FOR CARRYING OUT THE METHOD |
| DE3520092A1 (en) * | 1985-06-05 | 1986-12-11 | Dyckerhoff & Widmann AG, 8000 München | Method of producing a tubular underground hollow space, e.g. a traffic tunnel, and apparatus for carrying out the method |
| DE3521888A1 (en) * | 1985-06-19 | 1987-01-02 | Dyckerhoff & Widmann Ag | METHOD FOR PRODUCING A TUBULAR UNDERGROUND CAVITY, e.g. A TUNNEL, TUNNEL OR THE LIKE IN THE SHIELD DRIVING AND DRIVING SHIELD FOR CARRYING OUT THE METHOD |
| JPS63194098A (en) * | 1987-02-06 | 1988-08-11 | 鉄建建設株式会社 | Method of lining shield tunnel |
Family Cites Families (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US1351137A (en) * | 1916-09-07 | 1920-08-31 | Tunnel Machine Mfg & Engineeri | Machine for building sewers |
| US3075591A (en) * | 1959-07-24 | 1963-01-29 | Economic Foundations Ltd | Tunnel boring machines |
| FR1278994A (en) * | 1961-02-01 | 1961-12-15 | Ramset Italiana S P A | Method and device for carrying out underground galleries made of cast material on site |
| FR1336670A (en) * | 1962-02-23 | 1963-09-06 | Method for the simultaneous construction of two tunnels located one next to the other and formwork device for the implementation of this method | |
| LU42944A1 (en) * | 1962-12-28 | 1963-02-28 | ||
| DE1206938B (en) * | 1963-04-25 | 1965-12-16 | Hochtief Ag Hoch Tiefbauten | Controllable propulsion shield for driving tunnels, routes or the like, and method for producing an in-situ concrete lining with such a propulsion shield |
| US3350889A (en) * | 1964-04-15 | 1967-11-07 | Sturm Karl | Apparatus for driving and lining tunnels in unstable soil |
| CH428829A (en) * | 1965-12-03 | 1967-01-31 | Ironflex Ag | Process for lining tunnels, pressure tunnels and manholes in sections with concrete |
| DE1658732B1 (en) * | 1967-02-08 | 1970-03-12 | G Proektno Izyskatelsky I | Method for compacting the in-situ concrete lining of a tunnel to be driven by shield driving |
| AT287052B (en) * | 1967-02-20 | 1971-01-11 | G Proektno Izyskatelsky I Metr | Device for the production of a monolithic concrete lining |
| GB1164088A (en) * | 1968-03-12 | 1969-09-10 | Erik Herman Bergstrom | Improved apparatus for use in the Construction of Concrete Lined Tunnels |
| US3561223A (en) * | 1968-07-09 | 1971-02-09 | John R Tabor | Tunneling machine with concrete wall forming mechanism |
| DE2109384C3 (en) * | 1971-02-27 | 1981-05-07 | Dr.-Ing. Paproth & Co, Bauunternehmung KG, 2090 Winsen | Method and apparatus for producing tubular tunnels, galleries or the like. in shield driving with a lining made of in-situ concrete |
| FR2135490B1 (en) * | 1971-05-06 | 1973-05-11 | Patin Pierre | |
| FR2188048B1 (en) * | 1972-06-08 | 1976-10-29 | Devin Et C Lema Chand |
-
1976
- 1976-05-06 DE DE19767614295 patent/DE7614295U1/en not_active Expired
- 1976-05-06 DE DE19762619940 patent/DE2619940C2/en not_active Expired
-
1977
- 1977-01-18 LU LU76592A patent/LU76592A1/xx unknown
- 1977-01-21 GB GB265077A patent/GB1570552A/en not_active Expired
- 1977-01-23 EG EG4577A patent/EG17066A/en active
- 1977-01-28 FR FR7702534A patent/FR2339737A1/en active Granted
- 1977-01-28 NL NL7700906A patent/NL181514C/en not_active IP Right Cessation
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB2184768A (en) * | 1985-12-25 | 1987-07-01 | Shimizu Construction Co Ltd | Shield tunnelling method and assembling and disassembling apparatus for use in practising the method |
| GB2184768B (en) * | 1985-12-25 | 1989-11-29 | Shimizu Construction Co Ltd | Shield tunnelling method and assembling and disassembling apparatus for use in practising the method |
Also Published As
| Publication number | Publication date |
|---|---|
| DE2619940C2 (en) | 1982-04-08 |
| DE7614295U1 (en) | 1978-03-16 |
| NL181514C (en) | 1987-09-01 |
| DE2619940A1 (en) | 1977-08-04 |
| NL181514B (en) | 1987-04-01 |
| FR2339737B1 (en) | 1983-01-28 |
| EG17066A (en) | 1990-12-30 |
| NL7700906A (en) | 1977-08-02 |
| LU76592A1 (en) | 1977-06-24 |
| FR2339737A1 (en) | 1977-08-26 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| GB1570552A (en) | Method and a machine for continuously lining a tunnel with cast-in-situ compressed concrete | |
| US3916630A (en) | Tunneling methods and apparatus | |
| US4118938A (en) | Apparatus for and method of driving tunnels | |
| US4451176A (en) | Apparatus for and method of driving tunnels | |
| US5382114A (en) | Tunnel excavation apparatus | |
| CN109441469B (en) | Self-propelled shield tunneling machine complete equipment fitting free section and tunnel construction method | |
| US4112696A (en) | Drive shield | |
| KR102314331B1 (en) | A tunnel construction method using a steel chamber machine for FrontJacking construction method | |
| GB1567550A (en) | Method of and apparatus for driving tunnels | |
| US3523426A (en) | Process and apparatus for driving tunnels in rock having zones differing in stability | |
| US3616650A (en) | Method and apparatus for constructing subterranean structures | |
| US3818713A (en) | Driving of tunnels | |
| JPS61294098A (en) | Method and device for manufacturing tubular underground hollow section, such as tunnel, heading or similar article through shielding excavation | |
| US3950956A (en) | Driving of tunnels | |
| CA1181438A (en) | Method of and apparatus for hydraulic mining | |
| US2197374A (en) | Tunnel construction | |
| RU2096621C1 (en) | Method for driving deep tunnels in loose ground | |
| JP3171459B2 (en) | Shield method | |
| JPH0525993A (en) | Arch shell constructing method in work preceding tunnelling | |
| JP2596803B2 (en) | Ring cut excavator | |
| JP2516582B2 (en) | Tunnel construction method | |
| JPH0423994Y2 (en) | ||
| JPS6133958B2 (en) | ||
| JPH01174799A (en) | Shield excavation advancing method and excavator therefor | |
| JP2554885B2 (en) | Shield method and shield machine |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PS | Patent sealed | ||
| 732 | Registration of transactions, instruments or events in the register (sect. 32/1977) | ||
| 732 | Registration of transactions, instruments or events in the register (sect. 32/1977) | ||
| 732 | Registration of transactions, instruments or events in the register (sect. 32/1977) | ||
| PCNP | Patent ceased through non-payment of renewal fee |
Effective date: 19930121 |