EP3540124B1 - Doppelverbundträger für brücke - Google Patents

Doppelverbundträger für brücke Download PDF

Info

Publication number
EP3540124B1
EP3540124B1 EP19153342.1A EP19153342A EP3540124B1 EP 3540124 B1 EP3540124 B1 EP 3540124B1 EP 19153342 A EP19153342 A EP 19153342A EP 3540124 B1 EP3540124 B1 EP 3540124B1
Authority
EP
European Patent Office
Prior art keywords
span
arch
shaped
concrete
support span
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.)
Active
Application number
EP19153342.1A
Other languages
English (en)
French (fr)
Other versions
EP3540124A1 (de
Inventor
Yong Seok Won
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.)
Individual
Original Assignee
Individual
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 Individual filed Critical Individual
Publication of EP3540124A1 publication Critical patent/EP3540124A1/de
Application granted granted Critical
Publication of EP3540124B1 publication Critical patent/EP3540124B1/de
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Classifications

    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C3/06—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal with substantially solid, i.e. unapertured, web
    • E04C3/07—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal with substantially solid, i.e. unapertured, web at least partly of bent or otherwise deformed strip- or sheet-like material
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/29—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures
    • E04C3/293—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures the materials being steel and concrete
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E01D2101/20—Concrete, stone or stone-like material
    • E01D2101/24—Concrete
    • E01D2101/26—Concrete reinforced
    • E01D2101/268—Composite concrete-metal
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C2003/0404—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects
    • E04C2003/0408—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by assembly or the cross-section
    • E04C2003/0413—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by assembly or the cross-section being built up from several parts
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C2003/0404—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects
    • E04C2003/0426—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by material distribution in cross section
    • E04C2003/0439—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by material distribution in cross section the cross-section comprising open parts and hollow parts
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C2003/0404—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects
    • E04C2003/0443—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by substantial shape of the cross-section
    • E04C2003/0465—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by substantial shape of the cross-section square- or rectangular-shaped
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C3/11—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal with non-parallel upper and lower edges, e.g. roof trusses

Definitions

  • the present invention relates to a double composite girder for a bridge, and more particularly, to a double composite girder for a bridge that is provided with a steel box adapted to have concrete filled in the interior thereof, a web located vertically on the underside of the steel box, and a bottom flange located vertically on the underside of the web.
  • a bridge is a high level structure which is built to provide passage over river, stream, lake, channel, bay, canal, road, building, and so on.
  • a variety of bridges are provided according to their materials, structures, or construction methods, and recently, a girder bridge, which has excellent constructability, maintenance and strength, has been built.
  • a composite girder which includes a composite of steel and concrete, has been widely used, and the composite girder is generally subdivided into a steel box type composite girder and a plate type composite girder according to shapes of steel.
  • the steel box type composite girder whose application examples are increased is configured to allow a steel girder and concrete filled in the steel girder to be unitarily combined to each other, so that the concrete functions as a compressive member for the steel girder.
  • the concrete which is low in a material cost, is used in a compression portion of the girder as maximum as possible, thereby minimizing an amount of the steel used and effectively supporting compressive stress, and the steel is used in a tension portion of the girder, thereby effectively supporting tensile stress.
  • the composite girder using the steel box structure provides characteristics and advantages of the materials according to the kinds of forces applied to the girder.
  • the self weight of the steel girder is increased due to the weight of concrete filled in the interior of the box-shaped steel girder, and accordingly, an amount of high-priced steel used for the web and bottom flange structurally supporting the steel girder is undesirably raised, thereby failing to obtain economical advantages.
  • US 2013/0104320 A1 discloses a composite girder for bridge construction, particularly a girder being formed in a rectangular shape that is horizontally long and opened at the top portion thereof, wherein the girder is convexly curved in the center so as to be formed in the shape of an arch.
  • the girder has a compression section, a web and a tension section, which are integrally composed together; and is filled with concrete inside the girder so as to increase the sectional strength of the girder. Further, a stopper is formed on the inside surface of the compression section to prevent the separation of the steel materials and the concrete.
  • KR 2016-0017881 A describes a steel-concrete composite box girder comprising: a narrow steel box girder including a steel upper flange in which an opening portion is formed at the center thereof in a longitudinal direction, a steel lower flange which is separated under the steel upper flange, and a steel web portion which connects both sides of the steel upper flange to both sides of the steel lower flange, and having a height that exceeds the widths of the steel upper and lower flanges; and an upper concrete which is poured to the inner upside of the steel box girder.
  • the steel-concrete composite box girder is configured in a narrow shape in which the widths of the upper and lower flanges are less than the height of the web portion.
  • the present invention has been made to solve the above-mentioned problems, and it is an object of the present invention to provide a double composite girder for a bridge that allows an interior of a box-shaped steel girder to be partitioned to a plurality of sections according to moments to fill a relative small amount of concrete in a positive moment section and a relative large amount of concrete in a negative moment section, so that the amounts and heights of concrete filled are different from each other according to the moments of the girder, thereby minimizing the increment of self weight caused by the concrete and optimizing structural support effects.
  • a double composite girder for a bridge having a rectangular container-like steel box adapted to have concrete filled in an interior thereof, a bottom flange located under the steel box in a longitudinal direction of the steel box, and a web located between the steel box and the bottom flange to connect the steel box and the bottom flange to each other, wherein a top of the web corresponds to an underside of the steel box and an underside of the web is located longitudinally on the center of top of the bottom flange
  • the double composite girder including: a middle span formed between two adjacent piers or between an abutment and a pier; and support spans formed on points of the piers or abutments in such a manner as to be connected to the middle span, wherein the steel box includes top flanges located on tops of left and right sides thereof in the longitudinal direction thereof and a U-shaped box located on the undersides of the top f
  • the arch-shaped sides in the second concrete filling section comprise stoppers located on the inner surfaces thereof in such a manner as to be spaced apart from the arch-shaped bottom by a given height, so that the concrete is filled between the arch-shaped bottom and the stoppers to allow middle span space to be formed between the stoppers and the top flanges in the second concrete filling section.
  • the U-shaped box includes at least one or more shape maintaining members spaced apart from each other by a given distance in the interior thereof in such a manner as to connect the arch-shaped sides to each other and to prevent the arch-shaped bottom from being deformed in a direction of gravity by means of an external force.
  • the U-shaped box includes at least one or more transverse stiffeners spaced apart from each other by a given distance on the inner surfaces of the arch-shaped sides in the interior thereof.
  • the arch-shaped bottom includes at least one or more shear connectors spaced apart from each other on top thereof, reinforcement wire meshes located on tops of the shear connectors in the first concrete filling section, and reinforcement bars located on tops of the shear connectors in the second concrete filling section and in each support span.
  • the arch-shaped sides include longitudinal stiffeners disposed to the form of wings in the interiors thereof along a portion of the middle span and each support span, and the web comprises a longitudinal stiffener disposed to the form of a wing disposed on the outer surface thereof in a portion of the middle span.
  • the diaphragms are spaced apart from each other over the support span space and the second concrete filling section, each diaphragm having an opening formed on a portion thereof to connect the support span space to the interior of the second concrete filling section, and each diaphragm in the second concrete filling section having a top connection plate located on top thereof to connect the top flanges to each other.
  • the bottom flange in each support span includes a sole plate located on the underside thereof.
  • a section thickness of the concrete filled in the second concrete filling section becomes high toward each support span from the middle span, and a height of the concrete filled in both side end portions of the middle span is lower than a height of the concrete filled in the interior of each support span.
  • a width of the bottom flange in the middle span is smaller than a width of the bottom flange in each support span.
  • a thickness of the bottom flange in the middle span on the single span is higher than a thickness of the bottom flange in each support span.
  • the double composite girder for a bridge has the following effects.
  • a compressive force is distributed to both end portions of the girder in the longitudinal direction of the girder on the basis of the shape of the arch-shaped bottom, thereby effectively decreasing bending moments and shear forces applied to the girder.
  • a maintenance worker enters the interior of the girder through the support spans, thereby performing the maintenance and management in an easier manner when compared with the conventional composite girder.
  • a total amount of steel consumed is smaller than that in the structure of the general composite girder, thereby reducing the cost of material for construction and ensuring high economical effects.
  • the longitudinal stiffeners which are in the form of wings having given widths, are located curvedly in the interior of the steel box and/or the outer surface of the web, thereby reducing effective buckling lengths on the sides of the steel box and the web and improving structural support against external forces.
  • the terms 'parts', 'units', and 'modules' are intended to refer to the unit processing at least one function or operation, which is carried out by hardware, software, or the combination of the hardware and software.
  • Fig. 1 is a perspective view showing a double composite girder for a bridge according to the present invention.
  • a double composite girder for a bridge according to the present invention includes a steel box 10 having a shape of a rectangular container in such a manner as to fill concrete C therein, a bottom flange 30 located under the steel box 10 in a longitudinal direction of the steel box 10, and a web 20 located between the steel box 10 and the bottom flange 30 in such a manner as to connect the steel box 10 and the bottom flange 30 to each other and having a curved longitudinal stiffener 500c.
  • the double composite girder for a bridge is divided into a middle span 100 formed between two adjacent piers or between an abutment and a pier and support spans 200 located on piers or abutments.
  • a middle span 100 formed between two adjacent piers or between an abutment and a pier and support spans 200 located on piers or abutments.
  • areas of the double composite girder, which are placed on piers or abutments indicate the support spans 200
  • an area of the double composite girder, which is in the air indicates the middle span 100.
  • the middle span 100 is divided into a first concrete filling section X and a second concrete filling section Y according to a degree of concrete filled.
  • the middle span 100 is divided into the first concrete filling section X in which the concrete is filled from the arch-shaped bottom 121 to top flanges 110a and 110b and the second concrete filling section Y in which the concrete is filled to a given height from the arch-shaped bottom 121.
  • the steel box 10 has the top flanges 110a and 110b located on left and right sides of top thereof.
  • the top flanges 110a and 110b protrude by given distances to left and right sides from the sides of the steel box 10.
  • the top flanges 110a and 110b are extended from the middle span 100 in such a manner as to be connected to a support span top plate 210 for covering a top of each support span 200.
  • a support span finishing plate 230 is located on the side end portion of each support span 200 disposed on the abutment.
  • Fig. 1 is a perspective view showing the double composite girder for a bridge according to the present invention, wherein the support span finishing plate 230 is located.
  • Diaphragms 180 as will be discussed later are disposed spaced apart from each other in the internal space of the girder. According to the present invention, the diaphragms 180 used herein are located perpendicularly to the axes of members in the steel box to maintain the shape of the closed section of the steel box, to prevent occurrence of buckling on the respective members bent, and to increase stiffness for the distorted members.
  • Fig. 2a is an enlarged sectional view showing a portion of the double composite girder according to the present invention, which is located adjacent to top of the abutment.
  • Fig. 2b is an enlarged sectional view showing a portion of the double composite girder according to the present invention, which is located adjacent to top of the pier.
  • the girder located between the abutment and the pier has one side end portion as shown in Fig. 2a and the other side end portion as shown in Fig. 2b .
  • the girder located between the piers has both side end portions as shown in Fig. 2b in such a manner as to be symmetrical to the left and right sides with respect to the center point thereof in the longitudinal direction. Accordingly, an explanation to be discussed below will be given to both side end portions of the girder.
  • the bottom flange 30 is located over the middle span 100 and the support spans 200.
  • the bottom flange 30 is shaped as shown in Fig. 9 to form the bottoms in the support spans 200 and the bottom in the middle span 100.
  • the first concrete filling section X and the second concrete filling section Y of the middle span 100 are partitioned by a blocking plate 140. That is, the blocking plate 140 is located to the form of a vertical plane to the longitudinal direction on the end portion of the first concrete filling section X in such a manner as to block the side of the first concrete filling section X to prevent the concrete filled in the first concrete filling section X from moving to the support span 200. Furthermore, an internal finishing plate 130a and a web finishing plate 130b are located on an area where the second concrete filling section Y and the support span 200 meet each other to prevent the movement of the concrete filled in the second concrete filling section Y.
  • the internal finishing plate 130a is located to a given height on top of the concrete filled on the end portion of the second concrete filling section Y. Accordingly, the internal finishing plate 130a is located to the given height on the boundary between the middle span 100 and the support span 200 to partition the middle span 100 and the support span 200. Further, a height of concrete filled in the support span 200 is different from a height of concrete filled in the second concrete filling section Y. Desirably, the concrete in the support span 200 is filled to a height at which the internal finishing plate 130a is located. Further, as shown in Figs. 2a and 2b , the web finishing plate 130b is located between the web 20 and the support span 200.
  • Top of the web finishing plate 130b is connected to the end of the arch-shaped bottom 121 extended from the middle span 100 to the support span 200, and underside of the web finishing plate 130b is connected to the bottom flange 30 on the support span 200. Furthermore, the support span side of the web finishing plate 130b is exposed to the concrete filled in the interior of the steel box 10 in the support span 200, and the center of the opposite side of the web finishing plate 130b is connected to the web 20.
  • the support span finishing plates 230 or the diaphragms 180 are located on both side end portions of the steel box 10 in the longitudinal direction of the steel box 10.
  • the support span finishing plates 230 do not function as structural members, but the diaphragm 180 is located on a point 600 of the pier or abutment in such a manner as to function as a structural member.
  • the support span finishing plate 230 is located on the outermost end portion of the girder A mounted on the abutment, and as shown in Fig. 2b , the diaphragm 180 is located on the outermost end portion of the girder A disposed on the point 600 of the pier.
  • Fig. 3 is a perspective view showing a detailed configuration of the steel box, the web and the bottom flange of the double composite girder according to the present invention.
  • the steel box 10 includes the arch-shaped bottom 121, arch-shaped sides 122a and 122b located on left and right sides of the arch-shaped bottom 121, and the top flanges 110a and 110b located on tops of the arch-shaped left and right sides 122a and 122b.
  • the longitudinal center lines of the top flanges 110a and 110b are placed on the arch-shaped left and right sides 122a and 122b.
  • the steel box 10 is provided to the form of a U-shaped box 120 by means of the arch-shaped bottom 121 and the arch-shaped sides 122a and 122b.
  • the arch-shaped bottom 121 which forms the bottom of the U-shaped box 120, is curved in the longitudinal direction of the girder.
  • the U-shaped box 120 has the curved arch-shaped bottom 121 under the top flanges 110a and 110b formed in a straight line in the longitudinal direction of the girder and the arch-shaped sides 122a and 122b located on the left and right sides of the arch-shaped bottom 121 in such a manner as to be connected to the top flanges 110a and 110b. Accordingly, the arch-shaped sides 122a and 122b are decreased in height toward the middle span 100 from the support span 200.
  • tops of the arch-shaped sides 122a and 122b are formed in a straight line and the undersides thereof are curvedly formed, so that they have the lowest heights at the center points thereof.
  • the arch-shaped bottom 121 becomes close to the top flanges 110a and 110b as it goes from the support span 200 toward the middle span 100, and a depth of the U-shaped box 120 is the lowest at the center of the middle span 100. Stoppers 150 are selectively disposed in the interior of the U-shaped box 120.
  • the stoppers 150 are disposed in the interior of the U-shaped box 120 on the second concrete filling section Y of the middle span 100, and they are not disposed in the U-shaped box 120 on the first concrete filling section X.
  • the stoppers 150 are spaced apart from the arch-shaped bottom 121 by a given distance and have a form of wings disposed on the arch-shaped sides 122a and 122b in such a manner as to have a given length.
  • the stoppers 150 serve to adjust an amount of concrete filled in the interior of the U-shaped box 120, and if they are provided, the concrete can be filled only to a height at which they are located in the interior of the U-shaped box 120.
  • the concrete on the second concrete filling section Y is filled only to the heights of the stoppers 150, and empty space called 'middle span space 190' is formed between the stoppers 150 and the top flanges 110a and 110b on the second concrete filling section Y.
  • shape maintaining members 300 are spaced apart from each other by a given distance in the interior of the U-shaped box 120 to connect the arch-shaped sides 122a and 122b to each other. The shape maintaining members 300 serve to prevent the arch-shaped bottom 121 or the arch-shaped sides 122a and 122b from being deformed by means of an external force.
  • the shape maintaining members 300 serve to prevent the arch-shaped bottom 121 or the arch-shaped sides 122a and 122b from being deformed by means of gravity.
  • the shape maintaining members 300 are disposed on both side end portions of the prefabricated girder and have a '-'-shaped section, which includes the plane parallel to the arch-shaped bottom 121, or a ' ⁇ ' or ' '-shaped section, which further includes a vertical plane.
  • longitudinal stiffeners 500a are disposed on the arch-shaped sides 122a and 122b in the interior of the U-shaped box 120 to prevent the arch-shaped sides 122a and 122b from being deformed.
  • the longitudinal stiffeners 500a protrude to the form of wings from the arch-shaped sides 122a and 122b in such a manner as to be spaced apart from the arch-shaped bottom 121 by the given distance in the U-shaped box 120.
  • the longitudinal stiffeners 500a are spaced apart from each other between the stoppers 150 and the top flanges 110a and 110b in a direction of gravity.
  • the longitudinal stiffeners 500a are located on the left and right sides of the interior of the U-shaped box 120in a portion of the middle span 100.
  • the longitudinal stiffeners 500a are extended to the support span 200 in such a manner as to be located on the left and right sides inside the support span sides 222a and 222b.
  • the longitudinal stiffener is curvedly located on the outer surface of the web 20 in the longitudinal direction of the web 20.
  • a longitudinal stiffener 500c is curvedly located on the outer surface of the web 20 in a portion of the middle span 100 in such a manner as to be spaced apart from the bottom flange 30 by a given distance.
  • the U-shaped box 120 in the middle span 100 is connected to the support span 200 at the end portion thereof.
  • the arch-shaped bottom 121 of the U-shaped box 120 is connected to the web finishing plate 130b, and the arch-shaped sides 122a and 122b of the U-shaped box 120 are connected to the support span sides 222a and 222b constituting the sides of the support span 200.
  • the support span 200 is finished by the support span top plate 210 and the bottom flange 30 located on the top and bottom thereof, the support span sides 222a and 222b located on the left and right sides along the longitudinal direction thereof, and the support span finishing plate 230 located on the outermost end portion of the girder in the longitudinal direction of the girder, so that support span space 220 is formed in the interior of the U-shaped box 120 in the support span 200.
  • the internal finishing plate 130a is not located up to the heights of the top flanges 110a and 110b, and accordingly, the support span space 220 and the middle span space of the second concrete filling section Y are connected to each other.
  • Figs. 4 to 8c are sectional views showing the double composite girder according to the present invention at given positions.
  • at least one or more shear connectors 160 are provided in common.
  • the shear connectors 160 serve to prevent the concrete from moving in the steel box 10 and have reinforcement bars 171 and/or reinforcement wire meshes 170 located on tops thereof.
  • the shear connectors 160 are selectively provided on the arch-shaped bottom 121 and/or the arch-shaped sides 122a and 122b in the first concrete filling section X of the middle span 100, and the reinforcement wire meshes 170 are located on top of the arch-shaped bottom 121.
  • Fig. 4 is a sectional view taken along the line I-I' of Fig. 2a .
  • the support span finishing plate 230 is located on the outermost end portion of the support span 200 disposed on the abutment in the longitudinal direction. Together with the support span sides 222a and 222b, the support span finishing plate 230 forms the support span space 220 and serves to prevent the concrete filled up to a given height in the support span space 220 from moving.
  • a sole plate 250 made of a steel plate is located on the underside of the bottom flange 30 to evenly apply load to the bottom flange 30 of the girder.
  • the sole plate 250 comes into contact with the point 600.
  • the longitudinal stiffeners 500a and 500b are located on the arch-shaped sides 122a and 122b and the support span sides 222a and 222b, and in detail, at least one or more longitudinal stiffeners 500b are located in the second charging space Y and the support span 200.
  • the longitudinal stiffeners 500b are located to the form of wings having given lengths on the arch-shaped sides 122a and 122b and the support span sides 222a and 222b above the area to which the concrete is filled. Furthermore, as shown in Fig. 4 , the four longitudinal stiffeners 500b are located on upper and lower portions of the left and right sides, and in an alternating section of the girder where tension and compression repeatedly occur, like this, at least four longitudinal stiffeners 500b are located. If a depth of the girder is shallow, four or less longitudinal stiffeners 500b are located. According to the present invention, desirably, the alternating section is a portion of the second concrete filling section Y.
  • Fig. 5 is a sectional view taken along the line II-II' of Fig. 2b , which shows the interior of the U-shaped box 120.
  • Fig. 5 shows the section on the boundary between the support span 200 and the middle span 100.
  • transverse stiffeners 400a and 400b are spaced apart from each other by a given distance on the internal surfaces of the arch-shaped sides 122a and 122b in a given place of the U-shaped box 120.
  • the transverse stiffeners 400a and 400b have shapes of plates having given widths in such a manner as to be located on the arch-shaped sides 122a and 122b.
  • Tops of the transverse stiffeners 400a and 400b are connected to the top flanges 110a and 110b, and the undersides thereof are located at higher points than the height where the internal finishing plate 130a is located. Desirably, the undersides of the transverse stiffeners 400a and 400b are slant downwardly toward the arch-shaped sides 122a and 122b from the middle span space 190.
  • Fig. 6 is a sectional view taken along the line III-III' of Fig. 2b .
  • the middle span space 190 and the stoppers 150 are located in the second concrete filling section Y, and the concrete is filled between the stoppers 150 and the arch-shaped bottom 121.
  • the concrete in the second concrete filling section Y is filled to a given height between the stoppers 150 and the arch-shaped bottom 121.
  • a section thickness of concrete filled in the second concrete filling section Y becomes high toward the support span 200 from the middle span 100.
  • a height H1 of concrete filled in both side end portions of the middle span 100 is lower than a height H2 of concrete filled in the interior of the support span space 220.
  • the concrete filled in the second concrete filling section Y has a lower height than the internal finishing plate 130a.
  • Fig. 7a is a sectional view taken along the line IV-IV' of Fig. 2b , which is a point where the diaphragm 180 is located in the middle span space 190 of the second concrete filling section Y, and as mentioned above, the diaphragms 180 are spaced apart from each other over the support span space 220 and the middle span space 190 of the second concrete filling section Y. As shown in Fig. 7a , each diaphragm 180 has an opening 182 formed on a portion thereof to connect left and right space to each other and to allow a worker to come and go.
  • Fig. 7b is a plan view showing an arbitrary point at which the diaphragm 180 is located, and the diaphragm 180 has a top connection plate 181 located on top thereof to connect the top flanges 110a and 110b to each other.
  • the center of the top connection plate 181 is located on top of the diaphragm 180, and the left and right sides of the top connection plate 181 are connected to the top flanges 110a and 110b.
  • Figs. 8a to 8c are sectional views showing the sections of the first concrete filling section X in the middle span 100.
  • Figs. 8a to 8c are sectional views taken along the lines V-V', VI-VI', and VII-VII' of Fig. 2b .
  • the longitudinal stiffener 500c is located on the outer surface of the web 20.
  • the longitudinal stiffener 500c is extended longitudinally from one side of the outer surface of the web 20 and has a form of a wing having a given width.
  • the plate-shaped longitudinal stiffener 500c is curvedly located. As shown in Figs.
  • the longitudinal stiffeners 500a are located on the inner surfaces of the arch-shaped sides 122a and 122b of the first concrete filling section X. Referring to Fig. 8c , however, the concrete, which is filled in the section where the arch-shaped sides 122a and 122b and the top flanges 110a and 110b are close to each other, that is, to the center portion of the girder, becomes low in thickness, so that the longitudinal stiffeners 500a in the first concrete filling section X are selectively located, or they may be embedded in the concrete.
  • Fig. 9 is a perspective view showing the shape of the bottom flange 30 according to the present invention. As shown in Fig. 9 , a width W1 of the bottom flange 30 in the middle span 100 is smaller than a width W2 thereof in the support span 200. If the double composite girder is located on a single span, a thickness T1 of the bottom flange 30 in the middle span 100 is higher than a thickness T2 of the bottom flange 30 in the support span 200. Accordingly, the thickness of the bottom flange 30 is increased, and even if tension is applied to the bottom flange 30, in this case, the bottom flange 30 can be resistant structurally to the tension.
  • the double composite girder according to the present invention is configured to allow amounts of the concrete filled in the interior of the steel box 10 to be differently filled over the support span 200, the first concrete filling section X and the second concrete filling section Y, thereby reducing the self weight thereof and ensuring structural stability with respect to the external forces and moments applied thereto.
  • the concrete in the first concrete filling section X of the middle span 100 is fully filled to the heights where the top flanges 110a and 110b are located, and the concrete in the second fill section Y is filled to a given height from the arch-shaped bottom 121, thereby reducing a total amount of concrete filled in the interior of the girder and ensuring structural stability.
  • the amounts of concrete and steel are decreased, accordingly, high economical effects are obtained.

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Chemical & Material Sciences (AREA)
  • Composite Materials (AREA)
  • Bridges Or Land Bridges (AREA)

Claims (11)

  1. Doppelverbundträger (A) für eine Brücke, wobei der Träger einen rechteckigen Container-artigen Stahlkasten (10), der zum Befüllen mit Beton (C) in seinem Inneren eingerichtet ist, einen Untergurt (30), der unter dem Stahlkasten (10) in einer Längsrichtung des Stahlkastens (10) angeordnet ist, und einen Steg (20) aufweist, der zwischen dem Stahlkasten (10) und dem Untergurt (30) angeordnet ist, um den Stahlkasten (10) und den Untergurt (30) miteinander zu verbinden, wobei eine Oberseite des Stegs (20) einer Unterseite des Stahlkastens (10) entspricht und eine Unterseite des Stegs (20) in Längsrichtung auf der Mitte der Oberseite des Untergurts (30) angeordnet ist, wobei der Doppelverbundträger (A) aufweist:
    einen Mittelbereich (100), der zwischen zwei aneinander grenzenden Pfeilern oder zwischen einem Auflager und einem Pfeiler ausgebildet ist; und
    Stützbereiche (200), die auf Punkten der Pfeiler oder Auflagern derart ausgebildet sind, dass sie mit dem Mittelbereich (100) verbunden werden,
    wobei der Stahlkasten (10) Obergurte (110a, 110b), die auf den Oberseiten dessen linken und rechten Seiten in seiner Längsrichtung angeordnet sind, und einen U-förmigen Kasten (120), der auf den Unterseiten der Obergurte (110a, 110b) angeordnet ist, und einen bogenförmigen Boden (121), der an seiner Unterseite derart angeordnet ist, dass er an die Obergurte (110a, 110b) angrenzt, wo der U-förmigen Kasten (120) zu dem Mittelbereich (100) von jedem Stützbereich (200) verläuft, und bogenförmige Seiten (122a, 122b) aufweist, die auf den linken und rechten Seiten des bogenförmigen Bodens (121) angeordnet sind, um den bogenförmigen Boden (121) mit den Obergurten (110a, 110b) zu verbinden;
    wobei der Mittelbereich (100) in einen ersten Betonfüllbereich (X), in den der Beton von dem bogenförmigen Boden (121) zu den Obergurten (110a, 110b) gefüllt wird, und einen zweiten Betonfüllbereich (Y) aufgeteilt ist, in den der Beton bis zu einer vorgegebenen Höhe von dem bogenförmigen Boden (121) gefüllt wird, wobei der erste Betonfüllbereich (X) und der zweite Betonfüllbereich (Y) des Mittelbereichs (100) durch eine Sperrplatte (140) getrennt sind, wobei der Mittelbereich (100) und jeder Stützbereich (200) durch eine interne Abschlussplatte (130a) getrennt sind, die bis zu einer vorgegebenen Höhe auf einem Abschnitt angeordnet ist, wo der Beton in dem zweiten Betonfüllbereich (Y) und jedem Stützbereich (200) aufeinander trifft;
    wobei eine Stegabschlussplatte (130b) vertikal an dem Ende des zweiten Betonfüllbereichs (Y) angeordnet ist, um das Ende des bogenförmigen Bodens (121) und den Untergurt (30) zu verbinden, wobei eine Stützbereichsoberplatte (210) auf jedem Stützbereich (200) derart angeordnet ist, um mit den Obergurten (110a, 110b) verbunden zu werden, wobei Stützbereichsseiten (222a, 222b) auf den linken und rechten Seiten jedes Stützbereichs (200) derart angeordnet sind, um die bogenförmigen Seiten (122a, 122b) zu verbinden, und wobei der Untergurt (30) an dem Boden jedes Stützbereichs (200) derart angeordnet ist, um mit der Stegabschlussplatte (130b) verbunden zu werden; und
    Stützbereichabschlussplatten (230) oder Schürzen (180) auf beiden Seitenendabschnitten des Stahlkastens (10) in Längsrichtung des Stahlkastens (10) derart angeordnet sind, um mit den Stützbereichsseiten (222a, 222b) verbunden zu sein, so dass ein Stützbereichsraum (220) in jedem Stützbereich (200) ausgebildet ist und eine Höhe des in den Stützbereichsraum (220) eingefüllten Betons einer Höhe der internen Abschlussplatte (130a) entspricht, die innerhalb jeder Stützbereichsabschlussplatte (230) angeordnet ist.
  2. Doppelverbundträger nach Anspruch 1, wobei die bogenförmigen Seiten (122a, 122b) in dem zweiten Betonfüllbereich (Y) Anschläge (150) aufweisen, die auf deren Innenflächen derart angeordnet sind, dass sie von dem bogenförmigen Boden (121) durch eine vorgegebene Höhe beabstandet sind, so dass der Beton zwischen den bogenförmigen Boden (121) und die Anschläge (150) gefüllt wird, um zu ermöglichen, dass ein Mittelbereichsraum zwischen den Anschlägen (150) und den Obergurten (110a, 110b) in dem zweiten Betonfüllbereich (Y) ausgebildet wird.
  3. Doppelverbundträger nach Anspruch 1, wobei der U-förmige Kasten (120) mindestens ein oder mehrere Form-behaltende Elemente (300) aufweist, die voneinander in einem vorgegebenen Abstand in dessen Inneren derart beabstandet sind, dass sie die bogenförmigen Seiten (122a, 122b) miteinander verbinden und verhindern, dass der bogenförmige Boden (121) in einer Schwerkraftrichtung mittels einer externen Kraft verformt wird.
  4. Doppelverbundträger nach Anspruch 1, wobei der U-förmige Kasten (120) mindestens ein oder mehrere Querversteifungen (400a, 400b) aufweist, die voneinander in einem vorgegebenen Abstand auf den Innenflächen der bogenförmigen Seiten (122a, 122b) in dessen Inneren beabstandet sind.
  5. Doppelverbundträger nach Anspruch 1, wobei der bogenförmige Boden (121) mindestens einen oder mehrere Scherverbinder (160), die voneinander auf seiner Oberseite beabstandet sind, Bewehrungsmatten (170), die auf den Oberseiten der Scherverbinder (160) in dem ersten Betonfüllbereich (X) angeordnet sind, und Bewehrungsstäbe (171) aufweist, die auf den Oberseiten der Scherverbinder (160) in dem zweiten Betonfüllbereich (Y) und in jedem Stützbereich (200) angeordnet sind.
  6. Doppelverbundträger nach Anspruch 1, wobei die bogenförmigen Seiten (122a, 122b) längliche Versteifungselemente (500a) aufweisen, die in Form von Flügeln in deren Innerem entlang eines Abschnitts des Mittelbereichs (100) und jedes Stützabschnitts (200) angeordnet sind, und wobei der Steg (20) ein längliches Versteifungselement (500c) aufweist, das in Form eines Flügels auf dessen Außenfläche in einem Abschnitt des Mittelbereichs (100) angeordnet ist.
  7. Doppelverbundträger nach Anspruch 1, wobei die Schürzen (180) voneinander über den Stützbereichsraum (220) und den zweiten Betonfüllbereich (Y) beabstandet sind, wobei jede Schürze (180) eine Öffnung (182) aufweist, die auf einem Abschnitt davon ausgebildet ist, um den Stützbereichsraum (220) mit dem Inneren des zweiten Betonfüllbereichs (Y) zu verbinden, und wobei jede Schürze (180) in dem zweiten Betonfüllbereich (Y) eine obere Verbindungsplatte (181) aufweist, die auf einer Oberseite davon angeordnet ist, um die Obergurte (110a, 110b) miteinander zu verbinden.
  8. Doppelverbundträger nach Anspruch 1, wobei der Untergurt (30) in jedem Stützbereich (200) eine Grundplatte (250) aufweist, die auf dessen Unterseite angeordnet ist.
  9. Doppelverbundträger nach Anspruch 1, wobei eine Abschnittsdicke des in den zweiten Betonfüllbereich eingefüllten Betons von dem Mittelbereich (100) zu jedem Stützbereich (200) hin hoch wird, und wobei eine Höhe (H1) des in beide Seitenendabschnitte des Mittelbereichs (100) eingefüllten Betons niedriger ist als eine Höhe (H2) des in das Innere des Stützbereichsraums (220) eingefüllten Betons ist.
  10. Doppelverbundträger nach Anspruch 1, wobei eine Breite (W1) des Untergurts (30) in dem Mittelbereich (100) kleiner ist als eine Breite (W2) des Untergurts (30) in jedem Stützbereich (200).
  11. Doppelverbundträger nach Anspruch 1, wobei, wenn der Doppelverbundträger als Einfeldträger ausgebildet ist, eine Dicke (T1) des Untergurts (30) in dem Mittelbereich (100) auf dem Einfeldträger höher ist als eine Dicke (T2) des Untergurts (30) in jedem Stützbereich (200).
EP19153342.1A 2018-03-13 2019-01-23 Doppelverbundträger für brücke Active EP3540124B1 (de)

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
KR1020180029388A KR101989004B1 (ko) 2018-03-13 2018-03-13 교량용 이중합성거더

Publications (2)

Publication Number Publication Date
EP3540124A1 EP3540124A1 (de) 2019-09-18
EP3540124B1 true EP3540124B1 (de) 2020-07-29

Family

ID=65228372

Family Applications (1)

Application Number Title Priority Date Filing Date
EP19153342.1A Active EP3540124B1 (de) 2018-03-13 2019-01-23 Doppelverbundträger für brücke

Country Status (2)

Country Link
EP (1) EP3540124B1 (de)
KR (1) KR101989004B1 (de)

Family Cites Families (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100950027B1 (ko) 2009-12-04 2010-03-29 영창중공업 주식회사 교량용 합성거더
KR101022853B1 (ko) * 2010-07-15 2011-03-17 혜동브릿지 주식회사 교량시공용 합성거어더
KR20130036890A (ko) * 2011-10-05 2013-04-15 권형규 교량용 타이드 아치형 p.s.c 거더와 이를 이용한 교량 시공방법
KR101668295B1 (ko) * 2014-08-07 2016-10-21 우경기술주식회사 강합성 박스 거더
KR101573734B1 (ko) * 2015-05-14 2015-12-02 우경기술주식회사 복경간강재거더 및 그 시공방법

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
None *

Also Published As

Publication number Publication date
EP3540124A1 (de) 2019-09-18
KR101989004B1 (ko) 2019-09-24

Similar Documents

Publication Publication Date Title
US8544129B2 (en) Composite girder for bridge construction
US8689383B2 (en) Upper structure for bridge
KR101255464B1 (ko) 캡 플레이트를 활용한 단부 연속화 데크 플레이트 시스템
KR101621341B1 (ko) 프리스트레스트 개구형 강박스거더 및 이를 이용한 교량시공방법
KR20200045061A (ko) 시공 중 안전성 향상과 합성 슬래브의 부착력을 증진시키는 일체형 전단연결재를 갖는 데크 플레이트
KR101547538B1 (ko) 복합형 파셜 거더
KR101013021B1 (ko) 종방향으로 일부 구간이 박스단면 형태로 형성되는 거더를 이용한 교량시공방법
EP3540124B1 (de) Doppelverbundträger für brücke
KR20160073710A (ko) 프리스트레스가 도입된 대편심의 강-콘크리트 합성 박스거더, 이를 이용한 교량 및 강-콘크리트 합성 박스거더의 다경간 연속구조
CN106012792A (zh) 一种铁路斜拉桥箱形结合主梁结构
KR20120018570A (ko) 다수 개의 캡 플레이트를 갖는 데크 플레이트를 이용한 합성보
KR101105404B1 (ko) 캡 플레이트를 활용한 단부 연속화 데크 플레이트 시스템
KR102008516B1 (ko) Crp 거더
CN102359060A (zh) 一种组合梁—混凝土梁结合段的结构
KR102009704B1 (ko) 강재 영구 매립 거푸집이 적용된 상부 플랜지 박스형 복합거더 및 이를 이용한 교량 시공 방법
KR101630931B1 (ko) 콘크리트의 전단 균열 방지근 및 제작 편의성을 갖는 복공판
AU784892B2 (en) A composite beam
KR200384998Y1 (ko) 매입형 합성 에이치 형강 거더교
CN214737311U (zh) 一种轨道梁及悬挂式单轨梁桥
KR100544647B1 (ko) 단부절취형 프리플렉스 합성형교 및 그 시공방법
CN220724820U (zh) 一种箱梁结构
KR101914438B1 (ko) 절곡형 하부플랜지를 갖춘 강박스 거더
KR101674711B1 (ko) 혼합형거더
CN109208456B (zh) 用于跨座式轨道车辆的预制轨道梁和跨座式轨道交通系统
KR20160063682A (ko) 상부 중공형 단면을 가지는 강합성 프리스트레스트 콘크리트 거더 및 그 다경간 연속구조

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

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

Free format text: STATUS: THE APPLICATION HAS BEEN PUBLISHED

AK Designated contracting states

Kind code of ref document: A1

Designated state(s): AL AT BE BG CH CY CZ DE DK EE ES FI FR GB GR HR HU IE IS IT LI LT LU LV MC MK MT NL NO PL PT RO RS SE SI SK SM TR

AX Request for extension of the european patent

Extension state: BA ME

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

Free format text: STATUS: REQUEST FOR EXAMINATION WAS MADE

17P Request for examination filed

Effective date: 20191030

RBV Designated contracting states (corrected)

Designated state(s): AL AT BE BG CH CY CZ DE DK EE ES FI FR GB GR HR HU IE IS IT LI LT LU LV MC MK MT NL NO PL PT RO RS SE SI SK SM TR

GRAP Despatch of communication of intention to grant a patent

Free format text: ORIGINAL CODE: EPIDOSNIGR1

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

Free format text: STATUS: GRANT OF PATENT IS INTENDED

RIC1 Information provided on ipc code assigned before grant

Ipc: E01D 2/00 20060101AFI20200211BHEP

Ipc: E04C 3/07 20060101ALI20200211BHEP

Ipc: E04C 3/293 20060101ALI20200211BHEP

INTG Intention to grant announced

Effective date: 20200303

GRAS Grant fee paid

Free format text: ORIGINAL CODE: EPIDOSNIGR3

GRAA (expected) grant

Free format text: ORIGINAL CODE: 0009210

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

Free format text: STATUS: THE PATENT HAS BEEN GRANTED

AK Designated contracting states

Kind code of ref document: B1

Designated state(s): AL AT BE BG CH CY CZ DE DK EE ES FI FR GB GR HR HU IE IS IT LI LT LU LV MC MK MT NL NO PL PT RO RS SE SI SK SM TR

REG Reference to a national code

Ref country code: CH

Ref legal event code: EP

REG Reference to a national code

Ref country code: AT

Ref legal event code: REF

Ref document number: 1295930

Country of ref document: AT

Kind code of ref document: T

Effective date: 20200815

REG Reference to a national code

Ref country code: IE

Ref legal event code: FG4D

REG Reference to a national code

Ref country code: DE

Ref legal event code: R096

Ref document number: 602019000330

Country of ref document: DE

REG Reference to a national code

Ref country code: LT

Ref legal event code: MG4D

REG Reference to a national code

Ref country code: NL

Ref legal event code: MP

Effective date: 20200729

REG Reference to a national code

Ref country code: AT

Ref legal event code: MK05

Ref document number: 1295930

Country of ref document: AT

Kind code of ref document: T

Effective date: 20200729

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 FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20200729

Ref country code: BG

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: 20201029

Ref country code: AT

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: 20200729

Ref country code: HR

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: 20200729

Ref country code: ES

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: 20200729

Ref country code: NO

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: 20201029

Ref country code: LT

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: 20200729

Ref country code: GR

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: 20201030

Ref country code: FI

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: 20200729

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: 20201130

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

Ref country code: LV

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: 20200729

Ref country code: RS

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: 20200729

Ref country code: PL

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: 20200729

Ref country code: IS

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: 20201129

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 FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20200729

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

Ref country code: EE

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: 20200729

Ref country code: RO

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: 20200729

Ref country code: DK

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: 20200729

Ref country code: CZ

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: 20200729

Ref country code: IT

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: 20200729

Ref country code: SM

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: 20200729

REG Reference to a national code

Ref country code: DE

Ref legal event code: R097

Ref document number: 602019000330

Country of ref document: DE

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

Ref country code: AL

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: 20200729

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

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

Ref country code: SK

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: 20200729

26N No opposition filed

Effective date: 20210430

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

Ref country code: MC

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: 20200729

Ref country code: SI

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: 20200729

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: 20210123

REG Reference to a national code

Ref country code: BE

Ref legal event code: MM

Effective date: 20210131

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: 20210123

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

Ref country code: BE

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

Effective date: 20210131

REG Reference to a national code

Ref country code: CH

Ref legal event code: PL

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: 20220131

Ref country code: CH

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

Effective date: 20220131

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

Ref country code: CY

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: 20200729

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

Ref country code: HU

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

Effective date: 20190123

GBPC Gb: european patent ceased through non-payment of renewal fee

Effective date: 20230123

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: 20230123

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

Ref country code: MK

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: 20200729

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

Ref country code: DE

Payment date: 20240129

Year of fee payment: 6

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

Ref country code: FR

Payment date: 20240126

Year of fee payment: 6

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

Ref country code: TR

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: 20200729

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

Ref country code: MT

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: 20200729