EP3921514A1 - Segment de cuvelage en béton armé - Google Patents

Segment de cuvelage en béton armé

Info

Publication number
EP3921514A1
EP3921514A1 EP20705273.9A EP20705273A EP3921514A1 EP 3921514 A1 EP3921514 A1 EP 3921514A1 EP 20705273 A EP20705273 A EP 20705273A EP 3921514 A1 EP3921514 A1 EP 3921514A1
Authority
EP
European Patent Office
Prior art keywords
tubbing
steel
steel rod
load transfer
segment
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.)
Granted
Application number
EP20705273.9A
Other languages
German (de)
English (en)
Other versions
EP3921514B1 (fr
EP3921514C0 (fr
Inventor
Johann Kollegger
Clemens PROKSCH-WEILGUNI
Hannes WOLFGER
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.)
Technische Universitaet Wien
Original Assignee
Technische Universitaet Wien
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 Technische Universitaet Wien filed Critical Technische Universitaet Wien
Priority claimed from PCT/AT2020/060030 external-priority patent/WO2020160582A1/fr
Publication of EP3921514A1 publication Critical patent/EP3921514A1/fr
Application granted granted Critical
Publication of EP3921514B1 publication Critical patent/EP3921514B1/fr
Publication of EP3921514C0 publication Critical patent/EP3921514C0/fr
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

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
    • E21D11/08—Lining with building materials with preformed concrete slabs

Definitions

  • the invention relates to a segment made of reinforced concrete, the segment having a load transfer surface for a longitudinal joint.
  • Tunnel tubes are often constructed using shield driving with segment rings.
  • the tunnel tube consists of segment rings arranged one behind the other in the longitudinal direction of the tunnel.
  • Each segment ring consists of, for example, six to ten individual segments distributed over the circumference of the segment ring.
  • the segments are manufactured in the vicinity of the tunnel tube as prefabricated parts made of reinforced concrete.
  • the so-called ring joint is located between two adjacent segment rings.
  • the so-called longitudinal joint is located in the segments of a segment ring.
  • the tunnel tube is loaded by its own weight and by pressure forces acting in the radial direction from the rock or soil material adjacent to the tunnel tube.
  • the radial compressive forces often occur in different sizes along the length of the tunnel.
  • the segments usually have a constant thickness in a tunnel tube. The dimensioning of the thickness of the segments takes place accordingly for the maximum value of the radial compressive forces or special steel segments are used in the more heavily loaded sections of the tunnel tube.
  • steel segments are considerably more expensive than reinforced concrete segments.
  • the load transfer area in the longitudinal joint between two reinforced concrete segments is smaller than the cross-sectional area of the segments.
  • the cross-sectional area of a tubbing in a radial section results from the product of the width bi and the thickness di.
  • the width bi of a segment or a segment ring in the longitudinal direction of the tunnel is generally between 1.5 m and 2.5 m.
  • the thickness di of a segment is usually between 0.2 m and 0.7 m.
  • This factor is equal to 1.49 for the example given above in which the load transfer area bo ⁇ do is equal to 45% of the cross-sectional area bi ⁇ di.
  • the compressive force that can be transmitted in the longitudinal joint for a longitudinal joint with a uniaxial design strength of the concrete equal to f Cd with a central load is then equal to b 0 - d 0 ⁇ f cd k c 0.45 b x df cd 1.49 0.67
  • Force transmission body is chosen so large that the compressive force of the
  • the steel reinforcement bodies on the outside of the tunnel tube can corrode and the progress of the corrosion process cannot be assessed from the inside of the tunnel and
  • the reinforcement body will quickly lose its load-bearing capacity in the event of a fire.
  • EP 1 243 753 A1 describes coupling elements made of steel which can be arranged in an annular joint and in a longitudinal joint.
  • the coupling elements enable a positive connection with a spring element running over the majority of the length of the second tubbing as a complementary coupling element.
  • a steel insert can also be concreted into the surface on the longitudinal joint side of a tubbing according to the invention. Furthermore, the entire surface of the tubbing on the longitudinal joint side can be formed by the steel insert.
  • the disadvantage of the solution shown in EP 1 243 753 A1 is that the coupling elements are made of steel and are therefore expensive to manufacture, and the coupling elements made of steel arranged in the longitudinal joint can corrode and
  • the coupling elements will quickly lose their load-bearing capacity in the event of fire.
  • Recess elements enable two adjacent segments to be connected with a screw connection. It is also disclosed that the recess elements
  • Reinforcing bars are welded. These reinforcement bars are primarily used to attach the recess elements in the segment. However, when a compressive force is transmitted in the longitudinal joint, they will absorb part of the compressive force and pass it on to the concrete of the tubbing.
  • the disadvantage of the solution shown in JP 1 502 207 is that the recess elements are made of steel and are therefore expensive to manufacture.
  • the recess elements arranged in the longitudinal joint can corrode and the recess elements will quickly lose their load-bearing capacity in the event of a fire.
  • JP 11 287 093 A also shows that the end faces of the C-shaped steel elements in the installed state have a distance S which corresponds to twice the distance T. A pressure transfer in the longitudinal joints via the C-shaped steel elements is therefore not possible in a segment ring.
  • Load transfer mechanism is known as the "circumferential zig-zag path".
  • the object of the present invention is to create a segment which is higher than the segments currently used in modern tunnel construction
  • a segment made of reinforced concrete having a load transfer surface for a longitudinal joint, with at least one steel rod with an end face being installed in the segment, the steel rod being arranged in the segment in such a way that a tangent to a center of gravity of the steel rod encloses an angle between 0 ° and 45 ° in the end face with a normal to the load transfer surface, and wherein the end face is arranged at a distance from the load transfer surface which is between 0 mm and 50 mm, preferably between 0 mm and 10 mm.
  • the steel bars arranged according to the invention in the segment - which are advantageously in addition to the reinforcement of the concrete - it can be manufactured more cheaply than the segments of the prior art and still have a higher durability and fire resistance period.
  • the steel bars of the tubbing also achieve particularly good force transmission on the load transfer surface, which is located between the tubbing and a further tubbing belonging to the same tubbing ring.
  • the steel rod could be straight, e.g. if this has a length that is less than a third of the length of the segment in the circumferential direction.
  • the steel bar preferably has a curvature which essentially corresponds to a curvature of the tubbing, in order to enable improved installation.
  • the steel bars are preferably installed at a distance from the center plane of the tubbing.
  • a guide rod can be installed in the load transfer area in the center plane of the segment.
  • the steel bar is installed in the tubbing in such a way that a concrete cover is provided between a surface of the steel bar and an edge of an overpressed area of the load transfer surface, whereby the steel bar has greater durability compared to an arrangement outside the overpressed area.
  • the steel rod preferably has a diameter between 10 mm and 100 mm, particularly preferably between 20 mm and 50 mm, whereby a good compromise is achieved between suitability for power transmission and weight or costs.
  • the concrete from which the majority of the tubbing is made can be arranged at the distance mentioned.
  • the widening can be, for example, a screwed-on end piece, a welded-on steel plate or a thickening of the steel rod.
  • the expansion can be made of the same material as the steel rod.
  • the steel rod has a length which corresponds to a developed length of the tubbing minus twice the distance.
  • the steel rod can thus run through the entire length of the tubbing and effect a power transmission at both ends of the tubbing.
  • shorter steel bars could be provided separately in the arrangement according to the invention at both ends of the tubbing. If the length of the steel bar corresponds to a developed length of the segment minus twice the distance, it is particularly preferred if the expansion of the
  • Steel rod is provided adjacent to one of the spaces.
  • Such segments can be installed in a segment ring in such a way that one end of the steel rod without widening is aligned with one end of a steel rod with widening. Two different types of segments therefore do not have to be used for such structures.
  • At least two of the steel bars mentioned are preferably installed in the tubbing, the two steel bars being arranged on a common plate which has a higher compressive strength than the concrete of the tubbing.
  • the power transmission from two or more steel rods can thus be effected over a large area, which makes the construction of the tubbing more difficult, but further improves the power transmission.
  • the plate is preferably made of steel and both steel rods are welded to the plate, whereby the steel plate can be made particularly durable and connected to the steel rods.
  • the end face of the steel rod encloses an angle with the center of gravity of the steel rod which is between 60 ° and 90 °, preferably between 75 ° and 90 °.
  • the steel rod can be inclined with respect to the gravity axis
  • a hardened mortar at the specified distance which has a higher compressive strength than the concrete of the tubbing, the mortar being particularly preferably located in a recess which was formed by a filler material removed after the concrete had hardened.
  • the tubbing preferably has a formwork which is at a distance of 0.1 mm and 50 mm, preferably 0.1 mm and 10 mm, from the end face of the steel rod.
  • the steel bar is preferably a ribbed reinforcing bar which is arranged in the direction of the ring on the inside and / or the outside of the tubbing and has two bends is made in the area of the longitudinal joint, so that two different sections of the steel rod run parallel to a circumferential direction of the tubbing.
  • a reinforcing bar already provided for the tubbing can be adapted in order to design it as a steel bar according to the invention. This has the advantage that no additional steel rods are introduced into the segment, so that weight and costs can be saved.
  • a particularly preferred segment ring can be achieved in that it comprises at least a first segment and a second segment according to the embodiments listed above, the load transfer surfaces of the segments being at least partially opposite one another so that a longitudinal joint is formed between them,
  • the first and the second intersection point are at a distance from one another which is less than 50 mm, preferably less than 10 mm.
  • two segments according to the invention with steel bars are thus arranged in such a way that force is transmitted from the steel bar of one segment to the steel bar of the other segment.
  • the steel bar of the first segment has a different diameter than the steel bar of the second segment.
  • the segments can have steel rods of different thicknesses at their ends, so that the segment ring can be made from identical segments, for example.
  • first and the second tubbing are preferably arranged to one another in such a way that the assembly inaccuracies in a longitudinal joint formed between them are less than 20 mm, preferably less than 10 mm, which in practice provides sufficient accuracy for the tubbing ring according to the invention.
  • FIG. 1 shows a cross section through a tunnel tube with six segments;
  • FIG. 2 shows the detail A of FIG. 1;
  • FIG. 3 shows a section along the line III-III of FIG. 2;
  • FIG. 4 shows a detail corresponding to FIG. 2 with segments which are mutually offset in the direction of the thickness
  • FIG. 5 shows a section corresponding to FIG. 3 with segments which are mutually offset in the direction of the width
  • FIG. 6 shows a section along line VI-VI in FIG. 4 and FIG. 5;
  • FIG. 7 shows a section corresponding to FIG. 2 through a longitudinal joint produced with the tubbing according to the invention according to a second embodiment
  • FIG. 8 shows the section VIII-VIII from FIG. 7
  • FIG. 9 shows a developed segment ring with longitudinal joints, which were produced with the segment according to the invention, according to a third embodiment
  • FIG. 10 shows the detail B of FIG. 9
  • FIG. 11 shows a detail corresponding to FIG. 9 of a longitudinal joint produced with the tubbing according to the invention according to a fourth embodiment
  • FIG. 12 the section XII-XII of FIG. 11;
  • FIG. 13 shows a section corresponding to FIG. 12 through a longitudinal joint produced with the tubbing according to the invention according to a fifth embodiment
  • FIG. 14 shows a section corresponding to FIG. 2 through a longitudinal joint produced with the tubbing according to the invention according to a sixth embodiment
  • FIG. 15 shows a section corresponding to FIG. 2 through a longitudinal joint produced with the tubbing according to the invention according to a seventh embodiment
  • FIG. 16 shows a section corresponding to FIG. 14 through a longitudinal joint produced with the tubbing according to the invention according to an eighth embodiment
  • FIG. 17 shows a view of a first steel bar installed in a formwork or a second steel bar for a longitudinal joint to be produced with the tubbing according to the invention according to a ninth embodiment
  • FIG. 18 shows a view corresponding to FIG. 17 after a filler material has been installed
  • FIG. 19 shows a view corresponding to FIG. 18 after the filler material has been removed
  • FIG. 20 shows a view corresponding to FIG. 19 after the cavity has been filled with mortar
  • FIG. 21 shows a view corresponding to FIG. 20 after the cavity has been filled with mortar through a longitudinal joint to be produced with the tubbing according to the invention according to a tenth embodiment
  • FIG. 22 shows a section corresponding to FIG. 16 through one with the one according to the invention
  • FIG. 23 shows a section corresponding to FIG. 4 through one with the one according to the invention Longitudinal joint produced in a segment according to a twelfth embodiment.
  • FIGS. 1 to 23 the seals, fastening means, fasteners, and fasteners usually required in the manufacture of tunnel tubes 11 in shield driving with segments 12 are shown.
  • the reinforcement in a segment 12 can consist of reinforcing steel, steel fibers, plastic fibers and stainless steel reinforcement.
  • FIGS. 1 to 6 in which the production of an exemplary longitudinal joint 13 with a tubbing 12 according to the invention according to a first embodiment is described.
  • FIG. 1 shows a section through a tunnel tube 11 which consists of six segments 12.
  • the segments 12 have a thickness di.
  • Longitudinal joints 13 are arranged between the segments 12.
  • the six segments 12 form a segment ring 17.
  • the segment ring 17 is mainly loaded by normal pressure forces.
  • the load transfer area 14 results from the product of the width bo and the thickness do.
  • the load transfer area 14 is smaller than that
  • Cross-sectional area of a tubbing 12 which results from the product of the width bi and the thickness di.
  • first steel rods 3 are installed in the first segment 1 and second steel rods 4 are installed in the second segment 2.
  • the tangent 9 to the center of gravity 7 in the end face 5 of a first steel rod 3 and the tangent 10 to the center of gravity 8 in the end face 6 of a second steel rod have the same intersection points 19 with the load transfer surface 14, because in this example the first steel bars 3 and the second steel bars 4 are installed exactly opposite one another and no offset occurs in the longitudinal joint 13 during the installation of the segments 1 and 2.
  • the steel bars 3 and 4 have a curved shape and are made up of ribbed reinforcing bars 20.
  • the end face 5 of the first steel rod 3 and the end face 6 of the second steel rod 4 each have the distance a from the load transfer surface 14.
  • End faces 5, 6 are therefore a concrete layer with the height 2a.
  • Our own tests have shown that it is possible to transfer the force of a first steel rod 3, which results from the area of the first steel rod 3 and the yield stress of the steel, to the second steel rod 4 via the concrete layer.
  • this force transmission creates three-axial compressive stresses that are much higher than the maximum uniaxial compressive stress that the concrete can absorb.
  • FIG. 4 shows a detail corresponding to FIG. 2 with a first tubbing 1 and a second tubbing 2, which have a mutual offset v in the direction of the thickness as a result of assembly inaccuracies.
  • FIG. 5 shows a section corresponding to FIG. 3 with a first tubbing 1 and a second tubbing 2, which as a result of
  • the force that can be transmitted in the concrete layer is dependent on the height 2a of the concrete layer and on the cross-sectional area of the steel bars. If the ratio of the height 2a of the concrete layer and the diameter of the steel rods 3, 4 is greater than 0.15, the full load-bearing capacity of a first steel rod 3 can no longer be transferred to a second steel rod 4.
  • the arrangement of the steel bars 3, 4 shown in FIGS. 4 to 6 with a mutual spacing b also reduces the force that can be transmitted via the concrete layer.
  • FIGS. 7 and 8 show that a first steel rod 3 and a second steel rod 4 are installed in such a way that the end face 5 and the end face 6 touch.
  • the longitudinal joint shown in FIGS. 7 and 8 is stressed by a normal compressive force and a bending moment. For this reason, the overpressed area 15, which is shown hatched in FIG. 8, is smaller than the load transfer surface 14, which would result in a central loading of the longitudinal joint 13 with a normal pressure force.
  • FIGS. 9 and 10 The production of an exemplary longitudinal joint 13 with the segment 12 according to the invention in accordance with a third embodiment is explained in FIGS. 9 and 10.
  • segment ring 17 which consists of six segments 12.
  • the segments 12 have a diamond-shaped or trapezoidal shape.
  • the longitudinal joints 13 are therefore not parallel to the longitudinal axis of the tunnel tube 11.
  • the steel rods 3 and 4 are sawn off at an angle ⁇ to the axes of gravity 7 and 8.
  • the end faces 5 of the first steel bars 4 accordingly enclose an angle ⁇ with the axes of gravity 7.
  • the end faces 6 of the second steel bars 4 enclose an angle ⁇ with the axes of gravity 8.
  • FIGS. 11 and 12 show that, in addition to the end faces 5 and 6 of the steel bars 3 and 4, widenings 21 have been produced.
  • the widenings 21 can consist, for example, of end pieces 26 made of steel, which are screwed onto the ends of the steel rods 3 and 4 provided with a thread. It would also be possible to weld steel plates to the ends of the steel rods 3 and 4 in order to produce an expansion 21. It would also be possible to apply a thickening in and next to the end faces 5 and 6 of the steel rods 3 and 4 by thermal and / or mechanical processes in order to produce an expansion.
  • FIG. 13 The production of an exemplary longitudinal joint 13 with the tubbing 12 according to the invention according to a fifth embodiment is explained in FIG. 13.
  • opposite at least one second steel rod 4 has a constant diameter.
  • first steel bars 3 and the second steel bars 4 are installed in such a way that the steel bars 3 and 4 are at a distance from the center planes of the segments 1 and 2.
  • the diameter of the first steel rods 3 is greater than the diameter of the second steel rods 4.
  • the first steel rods 3 are installed in such a way that the end faces 5 lie directly in the plane of the load transfer surface 14.
  • the second steel rods 4 are installed in such a way that they have a distance a between the end faces 6 and the load transfer surface 14.
  • the length of the second steel rods 4 corresponds to the developed length of the segment 2 minus twice the distance a.
  • the planned maintenance of the distance a between the load transfer surface 14 and the end surfaces 6 serves to compensate for
  • FIG. 15 The production of an exemplary longitudinal joint 13 with the segment 12 according to the invention according to a seventh embodiment is explained in FIG. 15.
  • the plate 27 is made of steel and the steel rods 3 are fastened by a welding process.
  • the plate 27 could also be made of another metallic building material, ultra-high-strength concrete, a ceramic building material or a plastic.
  • Compressive forces by the concrete layer arranged between the end faces 5 and 6 of the first steel rods 3 and second steel rods 4 are more effective when the distance a is small. Because in this example the end faces 6 of the second steel rods 4 are only removed from the steel plate by the dimension a even with an offset v, this example represents a particularly advantageous embodiment.
  • the second steel rods 4 have a length which corresponds to the developed length of the second tubbing 2 minus twice the distance a. If the segment ring 17 consists, for example, of six segments 12, three first segments 12 with plates 27 made of steel in the longitudinal joints 13 and three second segments 2 with second steel rods 4, which have a length that of the
  • the plate 27 When dimensioning the length and width of a plate 27, if the plate is made of a corrosion-prone building material such as steel, it must be ensured that the plate 27 can be arranged in the overpressed area 15 of the load transfer surface 14.
  • At least two first steel rods 3 arranged in the thickness direction of the tubbing 1 are fastened to a common plate 27. It would also be possible to arrange at least two steel bars 3 arranged in the direction of the width of the tubbing 1 on a common plate 27.
  • the fastening of at least two first steel rods 3 on a plate 27 and the fastening of at least two second steel rods 4 on a further plate 27 would be possible, but would mean an increased effort in the segment production and only cause an insignificant increase in the load-bearing capacity of the segment longitudinal joint 13, because
  • the basic idea of the present invention is that the compressive force from a first steel rod 3 can be transmitted to a second steel rod 4 either directly or through a thin layer of concrete.
  • a necessary prerequisite for this support mechanism is that the thickness a or 2a of the concrete layer between the end faces 5 and 6 of the steel bars 3 and 4 is small or equal to zero.
  • the ribbed reinforcing bars 20, which are laid in the ring direction on the inside and the outside and form part of the reinforcement of the tubbing 12, are equipped with two bends 29 each with a radius r in the vicinity of the longitudinal joint 13, so that the ribbed reinforcement bars Remove reinforcing bars 20 from the inside or outside of the tubbing 12, whereby two different sections of the steel bar 3 run parallel to a circumferential direction of the tubbing 1.
  • the end faces of the steel rods 3 and 4 are arranged in the load transfer surface 14 of the longitudinal joint 13.
  • the corners of the segments 12 can be prevented from flaking off by arranging bow-shaped reinforcing rods with small diameters. These bow-shaped reinforcing bars are not shown in FIG. 16 for the sake of clarity.
  • FIGS. 17 to 20 The production of an exemplary longitudinal joint 13 with the tubbing 12 according to the invention according to a ninth embodiment is explained in FIGS. 17 to 20.
  • FIG. 17 shows that a first steel rod 3 or a second steel rod 4 is installed in a formwork 22 for a segment 12 in such a way that it is at a distance a from the
  • Filling material 23 can for example consist of extruded polystyrene, an elastomer or of wood. 19 shows that after the concrete of the tubbing 12 has hardened, the formwork 22 and the filling material 23 are removed so that a cavity 24 is created.
  • FIG. 20 shows that a mortar 25 is then introduced into the cavity 24.
  • the mortar 25 can consist, for example, of a mortar that can be troweled and has a strength of 50 N / mm 2 to 200 N / mm 2 and preferably of 60 N / mm 2 to 120 N / mm 2 in the hardened state.
  • Tubbing 12 in the ring direction steel rods 3 or 4 installed so that the areas of the steel rods 3 or 4 further away from the longitudinal joint 13 are in the same position as the
  • the steel bars 3 or 4 each have a bend 29 with a radius r. It is thereby achieved that the end faces 5 or 6 of the steel rods 3 or 4 are arranged in the vicinity of the load transfer surface 14.
  • steel rods 6 or 4 have an angle ⁇ of 30 degrees to the normal 18 to the load transfer surface 14.
  • the steel bars 3 or 4 are used in this example
  • the normal compression stresses of the steel rods 3 and 4 can be absorbed by the concrete because the concrete in the segments 1 and 2 in the vicinity of the load transfer surface 14 has a reinforcement that extends in the direction of the
  • Tubbing thickness and is moved in the direction of the tubbing width and which is arranged in several planes that are positioned parallel to the load transfer surface 14.
  • Such a reinforcement laid in a plane parallel to the load transfer surface 14 is called
  • Called ladder reinforcement Usually two to four ladder reinforcements are used in a segment 12 arranged in the vicinity of the load transfer surfaces 14. This
  • Conductor reinforcements have the effect that when the segment ring 17 is loaded in the vicinity of the load transfer surface 14, a triaxial stressed state arises. It is known that three-axial compressive stressed concrete can absorb compressive stresses that are much higher than the concrete compressive stresses that can be absorbed in a uniaxial compressive test.
  • transverse tensile forces arise in the thickness directions, which are to be absorbed by splitting tensile reinforcements.
  • the angle ⁇ is 30 degrees and is therefore in a favorable range.
  • An angle a of 45 degrees will represent the upper limit for a feasible split tensile reinforcement.
  • the first steel rod 3 and the second steel rod 4 due to manufacturing tolerances and positional deviations that can occur during the installation of the segments 12 and due to compressive stresses from the rock on the segment ring 17, have such a large mutual offset that the end faces 5 and 6 of the steel bars 3 and 4 come to lie next to one another in the load transfer surface 14.
  • a direct power transmission from the first steel rod 3 via a contact tension to the second steel rod 4 is therefore not possible in this example.
  • the length of a steel rod 3 or 4 can advantageously be chosen so that the load-bearing capacity of the steel rod 3 or 4 via bond stresses along the length of the
  • Steel rod 3 or 4 can be introduced into the concrete of the segment 12.
  • the yield point of a steel rod can advantageously be between 200 N / mm 2 and 1200 N / mm 2 and preferably between 500 N / mm 2 and 700 N / mm 2 .

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Structural Engineering (AREA)
  • Mining & Mineral Resources (AREA)
  • Civil Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Geology (AREA)
  • Lining And Supports For Tunnels (AREA)

Abstract

L'invention concerne un segment de cuvelage (12) en béton armé, le segment de cuvelage (12) présentant une surface de transfert de charge (14) pour un joint longitudinal (13), au moins une barre d'acier (3) présentant une face frontale (5) étant montée dans le segment de cuvelage (12), la barre d'acier (3) étant disposée dans le segment de cuvelage (12) de telle sorte qu'une tangente (9) à un axe de pivotement (7) de la barre d'acier (3) dans la face frontale (5) forme avec une normale (18) sur la surface de transfert de charge (14) un angle (α) compris entre 0° et 45°, et la face frontale (5) étant disposée à une distance (a) de la surface de transfert de charge (14) qui est comprise entre 0 mm et 50 mm, de préférence entre 0 mm et 10 mm.
EP20705273.9A 2019-02-04 2020-02-04 Voussoir de tunnel en béton armé Active EP3921514B1 (fr)

Applications Claiming Priority (3)

Application Number Priority Date Filing Date Title
AT600222019 2019-02-04
ATA50433/2019A AT522094B1 (de) 2019-02-04 2019-05-14 Tübbing aus bewehrtem beton
PCT/AT2020/060030 WO2020160582A1 (fr) 2019-02-04 2020-02-04 Segment de cuvelage en béton armé

Publications (3)

Publication Number Publication Date
EP3921514A1 true EP3921514A1 (fr) 2021-12-15
EP3921514B1 EP3921514B1 (fr) 2024-04-03
EP3921514C0 EP3921514C0 (fr) 2024-04-03

Family

ID=72192620

Family Applications (1)

Application Number Title Priority Date Filing Date
EP20705273.9A Active EP3921514B1 (fr) 2019-02-04 2020-02-04 Voussoir de tunnel en béton armé

Country Status (4)

Country Link
EP (1) EP3921514B1 (fr)
CN (1) CN113423919B (fr)
AT (1) AT522094B1 (fr)
CA (1) CA3126404A1 (fr)

Family Cites Families (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US1969810A (en) * 1931-11-19 1934-08-14 Mcalpine Malcolm Tunnel lining
JP4795852B2 (ja) * 2006-06-05 2011-10-19 大成建設株式会社 トンネル用セグメント及びその製作方法
CN101016842A (zh) * 2007-02-12 2007-08-15 上海市隧道工程轨道交通设计研究院 用于盾构法隧道中衬砌管片与内层衬砌间的组合连接结构
JP4547431B2 (ja) * 2008-01-28 2010-09-22 石川島建材工業株式会社 コンクリート構造体
JP2012167539A (ja) * 2012-04-19 2012-09-06 Shimizu Corp コンクリートセグメント
CN103206228A (zh) * 2013-03-28 2013-07-17 西南交通大学 一种盾构隧道用柔性管片
CN108756937B (zh) * 2018-07-12 2024-04-19 中铁第四勘察设计院集团有限公司 强腐蚀环境下超长使用寿命的盾构隧道衬砌结构及方法

Also Published As

Publication number Publication date
AT522094B1 (de) 2024-04-15
CN113423919B (zh) 2023-10-24
CA3126404A1 (fr) 2020-08-13
AT522094A1 (de) 2020-08-15
EP3921514B1 (fr) 2024-04-03
EP3921514C0 (fr) 2024-04-03
CN113423919A (zh) 2021-09-21

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