EP0856086B1 - Agencement de superstructure - Google Patents

Agencement de superstructure Download PDF

Info

Publication number
EP0856086B1
EP0856086B1 EP96934747A EP96934747A EP0856086B1 EP 0856086 B1 EP0856086 B1 EP 0856086B1 EP 96934747 A EP96934747 A EP 96934747A EP 96934747 A EP96934747 A EP 96934747A EP 0856086 B1 EP0856086 B1 EP 0856086B1
Authority
EP
European Patent Office
Prior art keywords
rail
intermediate layer
rigidity
construction according
superstructure construction
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 - Lifetime
Application number
EP96934747A
Other languages
German (de)
English (en)
Other versions
EP0856086A1 (fr
Inventor
Albrecht Demmig
Hans-Ulrich Dietze
Hubertus Höhne
Sebastian Benenowski
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.)
Voestalpine Turnout Technology Germany GmbH
Original Assignee
Voestalpine BWG GmbH
Butzbacher Weichenbau GmbH
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
Priority claimed from DE19544055A external-priority patent/DE19544055A1/de
Application filed by Voestalpine BWG GmbH, Butzbacher Weichenbau GmbH filed Critical Voestalpine BWG GmbH
Publication of EP0856086A1 publication Critical patent/EP0856086A1/fr
Application granted granted Critical
Publication of EP0856086B1 publication Critical patent/EP0856086B1/fr
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

Links

Images

Classifications

    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
    • E01B9/00—Fastening rails on sleepers, or the like
    • E01B9/68—Pads or the like, e.g. of wood, rubber, placed under the rail, tie-plate, or chair
    • E01B9/685—Pads or the like, e.g. of wood, rubber, placed under the rail, tie-plate, or chair characterised by their shape
    • E01B9/686—Pads or the like, e.g. of wood, rubber, placed under the rail, tie-plate, or chair characterised by their shape with textured surface
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
    • E01B9/00—Fastening rails on sleepers, or the like
    • E01B9/62—Rail fastenings incorporating resilient supports

Definitions

  • the invention relates to a superstructure comprising one over a Underlay arranged like a concrete sleeper, which in turn is fastened by a fastening how ribbed plate starts, at least between the base and the attachment an intermediate layer with a stiffness x is arranged.
  • the threshold is like a concrete sleeper on asphalt or concrete slabs or equivalent Troughs introduced and then in a casting compound such as concrete or Partially poured asphalt.
  • a construction is known to achieve structure-borne and airborne noise, a control rail like S54 in a channel, which consists of concrete or steel parts, on a cork layer to apply.
  • hollow bodies are provided, the top with a polyurethane-cork mixture are filled to reduce the sound.
  • one has appropriate construction did not lead to the desired result. Much more have sound measurements that even compared to the ballast construction a sound increase by 10 dB.
  • DE 89 15 837 U 1 describes a device for storing rails for rail vehicles known in which a ribbed plate on an elastic intermediate layer is arranged, the thickness of which corresponds at least to that of the ribbed plate. It can the intermediate layer has a desired elasticity due to certain geometry specifications exhibit.
  • DE 40 11 013 A1 which is based on a temperature Rail construction for high-speed tracks. It should by Formation of a cavity ensured with plastic-modified adhesive mortar be that an immediate transfer of heat or cooling energy to the Rail is avoided.
  • EP 0 632 164 A1 suggests the proposal of an elastic intermediate layer to be structured on the bottom side in such a way that there is greater rigidity under load results, whereby at the same time a transmission of sound should be limited.
  • a superstructure construction is known from WO 95/06165 in which the rail is on a Support is supported in which a movable section is mounted. On this is the Rail supported at first. If a predeterminable force is exceeded, the force becomes derived on the base and thus in a support like threshold.
  • the present invention is based on the problem, in particular a superstructure construction to develop such a slab track in such a way that a reduction of structure-borne and airborne noise.
  • the rigidity x the intermediate layer is designed in such a way that the maximum permissible and / or specifiable Rail tension in the rail, the intermediate layer is essentially inelastic Has properties such that a further bending of the rail is not or in essentially no longer takes place.
  • the intermediate layer is at the maximum permissible or desired Designed rail tension, which gives the advantage that the rail itself is stored softer, thereby decoupling the rail from the Threshold occurs.
  • This also affects a lower base load, which in turn reduces structure-borne noise.
  • This can intensify by the fact that as a rail those with honem moment of inertia and resistance viewed across the rail center axis, for example a solid rail, so that the rail performs the function of a carrier and a load-bearing Can have an effect.
  • An intermediate layer is proposed, which is reached before the maximum permissible and / or predefinable rail tension a low and when this one has high rigidity.
  • the intermediate layer in the range of permissible rail tension has a stiffness x with x 25 25 kN / mm, preferably 4 x x 25 25 kN / mm, or that if the maximum permissible rail tension is present, the intermediate layer has a rigidity x with x ⁇ 35 kN / mm, in particular x ⁇ 90 kN / mm, preferably in the range of 100 kN / mm.
  • the intermediate layer when the intermediate layer is not loaded, it has projections protruding over its underside, which are surrounded on the circumferential side by a free space (recess) within the intermediate layer.
  • the free space has a volume V a which is equal to a volume V b which the respective projection has in its section projecting above the underside.
  • the projections exercise the function of a Suspension spring, which is effective when the maximum rail tension of the Supported rail is not yet reached. If this is then achieved, then the projections are pressed into the base such that the projections close flush with the bottom of the liner and at the same time the entire Fill in free spaces. This causes the form factor of the Intermediate layer increased so that the maximum permissible rail tension also further force application cannot be exceeded.
  • the intermediate layer should have a stiffness x which is in the range of 100 kN / mm.
  • the rail is a Vignol rail with a maximum permissible rail tension of 70 to 100 N / mm 2 and that the intermediate layer has a stiffness x of approximately 4 to 16 kN / mm if the maximum permissible rail tension has not yet been reached .
  • a development of the invention provides that in particular rails are used which have an moment of inertia I x with preferably I x ⁇ 3,400 cm 4 and a section modulus W a with preferably W x ⁇ 350 cm 3 .
  • a superstructure of a slab track in which the rail is a solid rail with an moment of inertia I x with 3,700 ⁇ I x ⁇ 3,800 cm 4 and a section modulus W a with 390 ⁇ W x ⁇ 410 cm 3 and a maximum desired rail tension ⁇ (about 70 ⁇ 4 N / mm 2 for rail steel UIC grade A with 880N / mm 2 tensile strength) can be generated and the intermediate layer has a stiffness x of about 10 ⁇ 2 kN / mm for full webs. For modes of transport with lower axle loads, stiffness results that are below the previously specified value.
  • the invention provides that the rail on the foot side in this way is designed so that the foot with vibration excitation sound waves of a frequency ⁇ emits that are essentially outside a frequency range between 500 and 3,000 Hz. This results in a vibration engineering design of the Rail foot such that a significant reduction in airborne noise he follows.
  • the rail can be made seamless, which also prevents that adverse effects from undesired airborne noise are avoided.
  • the rail has a web
  • the rail with the attachment like a ribbed plate forms a rail widening unit.
  • FIG. 1 is a UIC60 rail 18, at 2 around a Vignol rail 20, which in comparison to the UIC60 rail 18 in with respect to web 22 and foot 24 is vibrationally changed, and by one Full rail 26 is shown in FIG. 3.
  • the respective rail 18, 20, 26 is with the ribbed plate 16 via suitable fastening means secured like clamps 28, 30, which are on the feet 24 and 32, 34th support the rails 20 or 18 and 26.
  • suitable fastening means secured like clamps 28, 30, which are on the feet 24 and 32, 34th support the rails 20 or 18 and 26.
  • the connection between the Fasteners 28 and 30 and the respective rail feet 24, 32, 34 such that a mechanical unit forms, which leads to an apparent widening of the rail foot leads.
  • the respective rail 18, 20, 26 experiences a higher tilt stability.
  • an elastic intermediate layer 36, 38 and 40th with a stiffness x that runs from the maximum desired rail tension depends on the respective rail 18, 20, 26.
  • the rib plate 16 is preferred vulcanized into the intermediate layer 36, 38, 40, which in turn is a so-called bent Has rigidity characteristic.
  • constructive measures can be chosen that can be found in WO 94/08093. The corresponding revelation must be followed refer to, which is the subject of the present description.
  • the measures to be taken from FIGS. 4 and 5 are to be provided, to adjust the stiffness of the intermediate layer in such a way that before reaching of the maximum permissible rail tension, there are soft properties that vary then suddenly change to hard properties when the maximum permissible rail tension is present.
  • An intermediate layer 36, 38, 40 which can be seen in FIGS. 1 to 3 can in principle show a structure as can be seen in FIGS. 4 and 5 and is provided with the reference number 42.
  • the intermediate layer 42 has protrusions 46 protruding from its underside 44.
  • the protrusions 46 are surrounded by a free space 48 (recess in the intermediate layer 42) when the intermediate layer 42 is not loaded.
  • This free space 48 has a volume V a which corresponds to the volume V b of the section 50 of the projections 46 which projects above the underside 44 of the intermediate layer 42.
  • the projections 46 exercise the usual load on the rail, that is before the maximum permissible rail tension is reached, support spring functions, support accordingly alone the ribbed plate 16. With increasing force application and the associated increasing rail tension, the projection 46 is pressed more and more in the intermediate layer 42 with the result that the free space 48 of the material of Projection 46 is filled. If the maximum permissible rail tension is reached, then the projection 46 fills the entire free space 48, so that as a result the projection 46 with its end face 52 flush with the underside 44 of the intermediate layer 42 completes. As a result, the entire intermediate layer exercises 42 carrying functions with the As a result, the intermediate layer 42 is effective as a whole with high rigidity becomes. This in turn means that when the force is further introduced into the rail Rail tension can not be increased or not to a substantial extent.
  • the intermediate layer 42 is with projections 46 pressed into it shown. It can be seen that the end faces 52 of the projections with the underside 44 the intermediate layer 42 are aligned.
  • the characteristic curve of the intermediate layer 42 is shown in principle. So is the depression depending on the force acting on the intermediate layer 42 s shown. In the area in which the maximum permissible rail tension has not yet been reached, the characteristic curve shows a flat course, which then rises steeply, when the maximum permissible rail tension is reached.
  • the intermediate layer 42 is designed such that the rail is such is bendable that the maximum permissible rail tension can be generated and if present this another bending can no longer take place because of the intermediate layer 42 has a high rigidity x, which is preferably in the range of 100 kN / mm or should be more.
  • the maximum permissible rail tension is to be understood as the one that can occur on the underside of the foot and can be determined, for example, using the measuring strip. It is intended for slab tracks. that the maximum desired rail tension is 70 ⁇ 4 N / mm 2 with a usual wheel load of 10 t of a vehicle passing through the rail.
  • the intermediate layer 36, 38, 40 with respect to their spring properties or rigidity has so-called kinked characteristic.
  • the intermediate layer 36, 38, 40 has as long as elastic or "soft” properties until the maximum permissible or predefinable Rail tension has not yet been reached. If this is the case, then the intermediate layer is 36, 38, 40 "hard”, so has a high rigidity, so that further deflection the rail 18, 20, 26 and thus increase in the rail tension is omitted.
  • the stiffness x of the intermediate layer is reduced if the moment of inertia I x and the section modulus W x of the rail are increased , for example the geometry of a conventional UIC60 rail 18 is changed such that the web 22 is widened according to FIG. 2 and the rail foot 24 merges into the web 22 with less curvature.
  • the rail 20 can be stored more softly without the maximum permissible rail tension of in particular 70 ⁇ 4 N / mm 2 being exceeded.
  • soft storage means further decoupling from the threshold 10, with the result that the structure-borne noise emitted by the rail 20 is reduced.
  • the geometry of the rail 20 or that of the solid rail 26 results in this further the advantage that the foot 24 or 34 compared to the UIC60 rail 18 was changed in terms of vibration technology so that the vibration emitted sound not in the undesirable frequency range between 500 and 3,000 Hz lies.
  • the shape of the web 22 of the rail 20 also becomes the airborne sound usually emitted by the web of a Vignol rail decreased.
  • the rail 18, 20, 26 on the intermediate layer 36, 38, 40 is elastically supported such that the maximum with conventional wheel loads permissible rail tension achievable, however due to a kinked course of the Characteristic is not exceeded in principle, there is the advantage that a decoupling between the rail 18, 20, 26 and the threshold 10 is such that undesirable Structure-borne noise is prevented.
  • These values apply in the working range in which the maximum rail tension is not exceeded. If, on the other hand, this is achieved, the stiffness of the intermediate layer 40 changes such that it is "hard”, that is to say largely inelastic, so that there is no further deflection of the rail. In this "hard” area, the stiffness should be x ⁇ 35 kN / mm.

Claims (13)

  1. Construction de superstructure telle que des voies ferrées fixes, comprenant un rail (18, 20, 26), disposé sur un support, tel qu'une traverse en béton (10), rail qui de son côté part d'une fixation telle qu'une semelle, avec au moins une couche intermédiaire (36, 38, 40, 42) ayant une rigidité x disposée entre le support et la fixation,
    caractérisée en ce que
    la rigidité x de la couche intermédiaire (36, 38, 40, 42) est conçue de telle manière que quand la tension dans le rail (18, 20, 26) atteint la valeur autorisée au maximum et/ou pouvant être définie au préalable, la couche intermédiaire possède des propriétés sensiblement inélastiques, d'une manière telle qu'une flexion supplémentaire du rail n'a pas lieu ou n'a sensiblement plus lieu.
  2. Construction de superstructure selon la revendication 1,
    caractérisée en ce que
    la couche intermédiaire (36, 38, 40, 42) présente dans la zone de la tension du rail autorisée une rigidité x ≤ 25 kN/mm, et de préférence 4 ≤ x ≤ 25 kN/mm.
  3. Construction de superstructure selon au moins l'une des revendications précédentes,
    caractérisée en ce que
    quand la tension du rail atteint la valeur autorisée au maximum la couche intermédiaire (36, 38, 40, 42) présente une rigidité x ≥ 35 kN/mm, en particulier x ≥ 90 kN/mm et de préférence dans la zone de 100 kN/mm ou plus.
  4. Construction de superstructure selon au moins l'une des revendications précédentes,
    caractérisée en ce que
    le rail est un rail à patin (20) avec une tension maximale admissible de 70 à 100 N/mm2 et
    la couche intermédiaire (38) présente une rigidité x d'environ 4 à 16 kN/mm, avant d'atteindre la tension autorisée au maximum.
  5. Construction de superstructure selon au moins l'une des revendications précédentes,
    caractérisée en ce que
    le rail est un rail de section pleine (26) réalisé de préférence en un acier pour rail UIC de qualité A avec une résistance à la traction d'environ 880 N/mm2, et un moment d'inertie Ix, avec Ix ≥ 3.700 cm4 et/ou un moment résistant Wx, avec Wx ≥ 390 cm3 et
    quand la tension du rail atteint la valeur maximale voulue d'environ 70 ± 4 N/mm2 la couche intermédiaire (40) présente une rigidité x d'environ 10 ± 2 kN/mm.
  6. Construction de superstructure selon au moins l'une des revendications précédentes,
    caractérisée en ce que
    le pied du rail (20) lorsqu'il est stimulé par des vibrations émet des ondes acoustiques d'une fréquence v qui se trouvent sensiblement en dehors d'une gamme de fréquence comprise entre environ 500 et 3.000 Hz.
  7. Construction de superstructure selon au moins l'une des revendications précédentes,
    caractérisée en ce que
    le rail (26) est constitué sans âme.
  8. Construction de superstructure selon au moins l'une des revendications précédentes,
    caractérisée en ce que
    le rail (20) est formé du côté de l'âme de telle manière que l'âme (22) émet, lorsque le rail est stimulé par des vibrations, une fréquence ν qui se trouve sensiblement en dehors d'une gamme de fréquence comprise entre environ 500 et 3.000 Hz.
  9. Construction de superstructure selon au moins l'une des revendications précédentes,
    caractérisée en ce que
    le rail (18, 20, 26) forme avec la fixation (16) une unité qui provoque un élargissement du pied du rail.
  10. Construction de superstructure selon au moins l'une des revendications précédentes,
    caractérisée en ce que
    la fixation (16) est insérée dans la couche intermédiaire (36, 38, 40), et est de préférence entourée par celle-ci du côté de son bord longitudinal.
  11. Construction de superstructure selon au moins la revendication 1,
    caractérisée en ce que
    la rigidité x de la couche intermédiaire (36, 38, 40, 42) est conçue d'une manière telle que le rail (18, 20, 26) peut être déformé du côté inférieur de son pied au maximum jusqu'à une tension se trouvant dans la zone de 70 à 100 N/mm2.
  12. Construction de superstructure telle que des voies ferrées fixes, comprenant un rail (18, 20, 26), qui de son côté part d'une fixation (16) telle qu'une semelle, avec au moins une couche intermédiaire (36, 38, 40, 42) qui a une rigidité x disposée entre le support et la fixation,
    caractérisée en ce que
    quand la couche intermédiaire (42) n'est pas chargée, celle-ci présente sur son côté inférieur des saillies (46) qui dépassent, et qui sont entourées à l'intérieur de la couche intermédiaire du côté du pourtour par un espace libre (48), chaque espace libre présentant un volume Va, qui est égal à un volume Vb, qui correspond à celle d'une saillie (46) dans sa section qui surplombe le côté inférieur de la couche intermédiaire, les saillies étant enfoncées dans la couche intermédiaire quand est atteinte dans le rail (18, 20, 26) une tension maximale autorisée et/ou une tension pouvant être définie au préalable, d'une manière telle que les saillies s'étendent à fleur avec le côté inférieur de la couche intermédiaire.
  13. Construction de superstructure selon au moins la revendication 12,
    caractérisée en ce que
    quand on a la tension de rail maximale autorisée les volumes des espaces libres (48) sont complètement remplis de la matière des saillies (46) et
    les saillies se raccordent à fleur avec le côté inférieur (44) de la couche intermédiaire pour obtenir une rigidité élevée x de la couche intermédiaire (42), en particulier pour obtenir une rigidité x se trouvant dans la zone de 100 kN/mm.
EP96934747A 1995-10-20 1996-10-18 Agencement de superstructure Expired - Lifetime EP0856086B1 (fr)

Applications Claiming Priority (5)

Application Number Priority Date Filing Date Title
DE19539144 1995-10-20
DE19539144 1995-10-20
DE19544055 1995-11-25
DE19544055A DE19544055A1 (de) 1995-10-20 1995-11-25 Oberbaukonstruktion
PCT/EP1996/004536 WO1997015723A1 (fr) 1995-10-20 1996-10-18 Superstructure de chemin de fer

Publications (2)

Publication Number Publication Date
EP0856086A1 EP0856086A1 (fr) 1998-08-05
EP0856086B1 true EP0856086B1 (fr) 2000-07-05

Family

ID=26019652

Family Applications (1)

Application Number Title Priority Date Filing Date
EP96934747A Expired - Lifetime EP0856086B1 (fr) 1995-10-20 1996-10-18 Agencement de superstructure

Country Status (9)

Country Link
US (2) US6027034A (fr)
EP (1) EP0856086B1 (fr)
AT (1) ATE194399T1 (fr)
BR (1) BR9611195A (fr)
DK (1) DK0856086T3 (fr)
ES (1) ES2148802T3 (fr)
NO (1) NO311098B1 (fr)
PL (1) PL183406B1 (fr)
WO (1) WO1997015723A1 (fr)

Families Citing this family (13)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
BR9611195A (pt) * 1995-10-20 1999-04-06 Butzbacher Weichenbau Gmbh Construção de superestrutura
BE1012466A5 (fr) * 1999-02-05 2000-11-07 Vanhonacker Patrick Dispositif de support pour rails de voie ferree.
ES2156564B1 (es) * 1999-08-19 2002-04-01 Plasticos Mondragon Sa Placa elastica de asiento para carril ferroviario.
BE1013537A3 (nl) * 2000-05-25 2002-03-05 Composite Damping Material Nv Werkwijze en strook voor het uitlijnen van een geluidsarme spoorlijn.
US6343748B1 (en) 2000-08-31 2002-02-05 Ksa Limited Partnership Concrete railroad tie insulator spacer and fastening system
US6572027B1 (en) * 2002-04-09 2003-06-03 Ksa Limited Partnership Concrete railroad tie two-piece insulator spacer and fastening system
WO2006106089A2 (fr) * 2005-04-02 2006-10-12 Kölner Verkehrs-Betriebe AG Assiette de rail
FR2906269B1 (fr) * 2006-09-22 2008-12-19 Alstom Transport Sa Traverse de chemin de fer
CN101775763B (zh) * 2010-02-05 2012-06-27 北京市劳动保护科学研究所 阻尼弹簧浮置道床隔振器失效指示器
US9004372B1 (en) * 2011-08-29 2015-04-14 L. B. Foster Company Dual hardness bonded direct fixation fastener
CZ23382U1 (cs) 2011-12-20 2012-02-06 DT - Výhybkárna a strojírna, a.s. Podkladnicová sestava pro upevnení kolejnic
GB2502990B (en) * 2012-06-12 2018-01-31 Pandrol Ltd Railway rail fastening clip for recessed railseats
DE102012014500A1 (de) * 2012-07-23 2014-01-23 Schwihag Ag Schienenbefestigungssystem für Übergangsbereiche

Family Cites Families (18)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3539A (en) * 1844-04-13 Improvement in the manner of connecting cast-iron rails for railroads
DE3121946A1 (de) * 1981-06-03 1982-12-23 Clouth Gummiwerke AG, 5000 Köln "matte aus elastischem werkstoff"
GB2161524B (en) * 1984-07-13 1988-01-06 Pandrol Ltd Improvements in or relating to rail pads and rail assemblies including such pads
DE3540128A1 (de) * 1985-11-13 1987-05-14 Clouth Gummiwerke Ag Elastisch gelagerte schiene fuer schienenfahrzeuge
DE8807195U1 (fr) * 1988-06-01 1988-09-15 Trelleborg Gummiwerke Gmbh, 2351 Wasbek, De
US5195679A (en) * 1989-01-20 1993-03-23 Pandrol Limited Rail pads
US5060856A (en) * 1989-06-07 1991-10-29 Hermann Ortwein Sound-damping mat, especially for a ballast bed
DE8915837U1 (fr) 1989-11-07 1991-08-29 Clouth Gummiwerke Ag, 5000 Koeln, De
CA2031649A1 (fr) * 1989-12-08 1991-06-09 Jude O. Igwemezie Amortisseurs pour traverses de plates-formes ferroviaires
DD301750A9 (de) 1989-12-08 1993-09-30 Karl Schroeder Temperierte schienenkonstruktionen fuer gleise mit hohen geschwindigkeiten
DE4138575A1 (de) 1991-11-23 1993-05-27 Butzbacher Weichenbau Gmbh Zwischenlage zwischen einer unterlageplatte und einer unterlage eines oberbaus
US5203501A (en) * 1992-01-21 1993-04-20 Etablissements Vape Device for fixing a rail onto a slab of concrete
DE4219472C2 (de) * 1992-06-13 2002-02-07 Hilti Ag Einrichtung zum Lagern von Schienen
DE4232990C1 (de) * 1992-10-01 1994-02-10 Butzbacher Weichenbau Gmbh Lagerung für ein Oberbauteil
DE4314578A1 (de) 1993-04-28 1994-11-03 Udo Wirthwein Elastische Schienenunterlage
AT404607B (de) 1993-06-30 1999-01-25 Porr Allg Bauges Gleisoberbau mit schienen
SE9302738L (sv) * 1993-08-25 1995-02-26 Cito Trading Co Anordning för kraftöverföring mellan räl för spårbundet fordon och fundament
BR9611195A (pt) * 1995-10-20 1999-04-06 Butzbacher Weichenbau Gmbh Construção de superestrutura

Also Published As

Publication number Publication date
WO1997015723A1 (fr) 1997-05-01
BR9611195A (pt) 1999-04-06
NO981749L (no) 1998-06-18
ES2148802T3 (es) 2000-10-16
NO981749D0 (no) 1998-04-17
ATE194399T1 (de) 2000-07-15
PL326270A1 (en) 1998-08-31
US6409092B1 (en) 2002-06-25
NO311098B1 (no) 2001-10-08
US6027034A (en) 2000-02-22
EP0856086A1 (fr) 1998-08-05
PL183406B1 (pl) 2002-06-28
DK0856086T3 (da) 2000-10-16

Similar Documents

Publication Publication Date Title
EP0856086B1 (fr) Agencement de superstructure
EP0666938B1 (fr) Support pour une partie de superstructure de voie ferree
DD287968A5 (de) Stahlschiene
DE10196374B4 (de) Blockschuh für Eisenbahnschienensysteme
DE4224082C2 (de) Schalldämmendes Stützpunktlager für eine Schiene
EP3044372A1 (fr) Système de fixation de rail
DE19544055A1 (de) Oberbaukonstruktion
EP2108738A1 (fr) Radier de traverse
EP1662046B1 (fr) Plaque d'isolation vibratoire pour des chemins fers
EP1114221B1 (fr) Structure de traverses destinee a une voie ferree destinee a des vehicules ferroviaires, notamment a une voie ballastee
DE19924891C1 (de) Schalldämmendes Schienenlager
EP0953681B1 (fr) Semelle pour rail de voie ferrée
AT411694B (de) Einrichtung zur elastischen lagerung einer rillenschiene
EP3798360B9 (fr) Aiguillage
EP0739436B1 (fr) Assiette de rail
DE102006028740A1 (de) Kontinuierliche elastische Schienenlagerung
DE19920146B4 (de) Lagerung einer Schiene für Schienenfahrzeuge
WO2020049156A2 (fr) Ensemble d'aiguillage comprenant des plaques de support d'aiguillage montées de manière élastique
DE19605791A1 (de) Anordnung zum Lagern einer Schiene
EP0948679B1 (fr) Infrastructure pour voie pour vehicules sur rails, formee de rails
DE4031540C2 (de) Schienenlager
DE3022322A1 (de) Profillagerstreifen aus elastomerem werkstoff fuern gleistoege
AT525019B1 (de) Schienenschwelle
EP2109699A2 (fr) Assiette des rails élastique continue
EP1041201A2 (fr) Structure de support pour une section de voie ferrée

Legal Events

Date Code Title Description
PUAI Public reference made under article 153(3) epc to a published international application that has entered the european phase

Free format text: ORIGINAL CODE: 0009012

17P Request for examination filed

Effective date: 19980514

AK Designated contracting states

Kind code of ref document: A1

Designated state(s): AT BE CH DE DK ES FI FR GB GR IE IT LI LU NL PT SE

RAP1 Party data changed (applicant data changed or rights of an application transferred)

Owner name: BWG BUTZBACHER WEICHENBAU GESELLSCHAFT MBH & CO. K

GRAG Despatch of communication of intention to grant

Free format text: ORIGINAL CODE: EPIDOS AGRA

17Q First examination report despatched

Effective date: 19990604

GRAG Despatch of communication of intention to grant

Free format text: ORIGINAL CODE: EPIDOS AGRA

GRAG Despatch of communication of intention to grant

Free format text: ORIGINAL CODE: EPIDOS AGRA

GRAH Despatch of communication of intention to grant a patent

Free format text: ORIGINAL CODE: EPIDOS IGRA

GRAH Despatch of communication of intention to grant a patent

Free format text: ORIGINAL CODE: EPIDOS IGRA

GRAA (expected) grant

Free format text: ORIGINAL CODE: 0009210

AK Designated contracting states

Kind code of ref document: B1

Designated state(s): AT BE CH DE DK ES FI FR GB GR IE IT LI LU NL PT SE

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: GR

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20000705

REF Corresponds to:

Ref document number: 194399

Country of ref document: AT

Date of ref document: 20000715

Kind code of ref document: T

REG Reference to a national code

Ref country code: CH

Ref legal event code: EP

REG Reference to a national code

Ref country code: IE

Ref legal event code: FG4D

Free format text: GERMAN

REF Corresponds to:

Ref document number: 59605552

Country of ref document: DE

Date of ref document: 20000810

REG Reference to a national code

Ref country code: CH

Ref legal event code: NV

Representative=s name: LUCHS & PARTNER PATENTANWAELTE

ITF It: translation for a ep patent filed

Owner name: JACOBACCI & PERANI S.P.A.

ET Fr: translation filed
PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: PT

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20001006

REG Reference to a national code

Ref country code: DK

Ref legal event code: T3

Ref country code: ES

Ref legal event code: FG2A

Ref document number: 2148802

Country of ref document: ES

Kind code of ref document: T3

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: LU

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20001018

GBT Gb: translation of ep patent filed (gb section 77(6)(a)/1977)

Effective date: 20000929

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: IE

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20010309

REG Reference to a national code

Ref country code: IE

Ref legal event code: FD4D

PLBE No opposition filed within time limit

Free format text: ORIGINAL CODE: 0009261

STAA Information on the status of an ep patent application or granted ep patent

Free format text: STATUS: NO OPPOSITION FILED WITHIN TIME LIMIT

26N No opposition filed
REG Reference to a national code

Ref country code: GB

Ref legal event code: IF02

PGFP Annual fee paid to national office [announced via postgrant information from national office to epo]

Ref country code: GB

Payment date: 20051010

Year of fee payment: 10

PGFP Annual fee paid to national office [announced via postgrant information from national office to epo]

Ref country code: SE

Payment date: 20051013

Year of fee payment: 10

Ref country code: NL

Payment date: 20051013

Year of fee payment: 10

PGFP Annual fee paid to national office [announced via postgrant information from national office to epo]

Ref country code: FR

Payment date: 20051014

Year of fee payment: 10

Ref country code: FI

Payment date: 20051014

Year of fee payment: 10

Ref country code: DE

Payment date: 20051014

Year of fee payment: 10

Ref country code: CH

Payment date: 20051014

Year of fee payment: 10

PGFP Annual fee paid to national office [announced via postgrant information from national office to epo]

Ref country code: ES

Payment date: 20051017

Year of fee payment: 10

Ref country code: DK

Payment date: 20051017

Year of fee payment: 10

Ref country code: AT

Payment date: 20051017

Year of fee payment: 10

PGFP Annual fee paid to national office [announced via postgrant information from national office to epo]

Ref country code: BE

Payment date: 20051108

Year of fee payment: 10

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: FI

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20061018

Ref country code: AT

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20061018

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: SE

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20061019

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: LI

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20061031

Ref country code: DK

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20061031

Ref country code: CH

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20061031

PGFP Annual fee paid to national office [announced via postgrant information from national office to epo]

Ref country code: IT

Payment date: 20061031

Year of fee payment: 11

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: NL

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20070501

Ref country code: DE

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20070501

REG Reference to a national code

Ref country code: CH

Ref legal event code: PL

EUG Se: european patent has lapsed
GBPC Gb: european patent ceased through non-payment of renewal fee

Effective date: 20061018

NLV4 Nl: lapsed or anulled due to non-payment of the annual fee

Effective date: 20070501

REG Reference to a national code

Ref country code: FR

Ref legal event code: ST

Effective date: 20070629

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: GB

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20061018

BERE Be: lapsed

Owner name: BUTZBACHER WEICHENBAU G.M.B.H. & CO. K.G. *BWG

Effective date: 20061031

REG Reference to a national code

Ref country code: ES

Ref legal event code: FD2A

Effective date: 20061019

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: FR

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20061031

Ref country code: ES

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20061019

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: IT

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20071018

Ref country code: BE

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20061031