EP3191657B1 - Coffrage perdu en béton haute performance ou ultra haute performance - Google Patents

Coffrage perdu en béton haute performance ou ultra haute performance Download PDF

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Publication number
EP3191657B1
EP3191657B1 EP15756639.9A EP15756639A EP3191657B1 EP 3191657 B1 EP3191657 B1 EP 3191657B1 EP 15756639 A EP15756639 A EP 15756639A EP 3191657 B1 EP3191657 B1 EP 3191657B1
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EP
European Patent Office
Prior art keywords
reinforcement
wall
layer
wall plate
concrete
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EP15756639.9A
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German (de)
English (en)
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EP3191657A1 (fr
Inventor
Johann Kollegger
Philipp PREINSTORFER
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Technische Universitaet Wien
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Technische Universitaet Wien
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Publication of EP3191657A1 publication Critical patent/EP3191657A1/fr
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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
    • E04B2/84—Walls made by casting, pouring, or tamping in situ
    • E04B2/86—Walls made by casting, pouring, or tamping in situ made in permanent forms
    • E04B2/8611—Walls made by casting, pouring, or tamping in situ made in permanent forms with spacers being embedded in at least one form leaf
    • E04B2/8617—Walls made by casting, pouring, or tamping in situ made in permanent forms with spacers being embedded in at least one form leaf with spacers being embedded in both form leaves
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C2/00—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels
    • E04C2/02—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels characterised by specified materials
    • E04C2/04—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels characterised by specified materials of concrete or other stone-like material; of asbestos cement; of cement and other mineral fibres
    • E04C2/06—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels characterised by specified materials of concrete or other stone-like material; of asbestos cement; of cement and other mineral fibres reinforced
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
    • E04B5/02—Load-carrying floor structures formed substantially of prefabricated units
    • E04B5/04—Load-carrying floor structures formed substantially of prefabricated units with beams or slabs of concrete or other stone-like material, e.g. asbestos cement
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
    • E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
    • E04B5/32—Floor structures wholly cast in situ with or without form units or reinforcements
    • E04B5/36—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor
    • E04B5/38—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor with slab-shaped form units acting simultaneously as reinforcement; Form slabs with reinforcements extending laterally outside the element

Definitions

  • the invention relates to a double wall comprising a first wall panel, a second wall panel spaced from the first wall panel, and connecting members connecting the first wall panel to the second wall panel, each of the two wall panels having a concrete layer and a wall panel reinforcement, the wall panel reinforcement having an outer reinforcing layer and an inner reinforcement layer crossing the outer reinforcement layer, preferably substantially orthogonal, wherein the inner reinforcement layer and the outer reinforcement layer are connected to each other by at least 10% of their intersection points, at least one of the two wall panels has a concrete layer with a thickness of between 10 mm and 10 mm 45 mm and one of the two reinforcement layers has an embedment depth in the concrete layer that is smaller than the diameter of the only partially embedded reinforcement layer. Furthermore, in the context of the invention, a method for producing a double wall is specified.
  • the minimum thickness of the wall panels of the double walls is determined by the concrete cover of the outer reinforcement layer of the wall panel reinforcement to the outside of the wall, the dimensions of the wall panel reinforcement and the required embedment depth of the end anchors of the fasteners in the wall panels.
  • the strength class of the concrete of such double walls is usually selected as C25 / 30 (cube compressive strength of the concrete is equal to 30 N / mm 2 ) or C30 / 37 (cube compressive strength is equal to 37 N / mm 2 ). In special cases, the strength class C50 / 60 (cube compressive strength is equal to 60 N / mm 2 ) is selected. Concrete with a cube compressive strength up to 60 N / mm 2 is called normal concrete.
  • the weight of the double walls per m 2 wall surface determined with the usual assumption of 25 kN / m 3 for the weight of reinforced concrete, is 2.5 kN at 50 mm plate thickness and 3.5 kN at 70 mm plate thickness.
  • this high basis weight is disadvantageous during transport and when moving the elements on the construction site.
  • the bending stresses in the wall panels during the introduction of the filling concrete must in the embodiment according to the DE 196 54 202 be absorbed by compressive and tensile stresses in high-strength concrete.
  • High-strength concrete has a cube compressive strength between 60 N / mm 2 and 120 N / mm 2 .
  • the bending tensile strength is only 5% to 10% of the cube compressive strength.
  • a disadvantage of a double wall according to the DE 196 54 202 is that because of the lack of reinforcing steel reinforcement occurring during the introduction of the filling concrete tensile stresses must be absorbed by the high-strength concrete.
  • the inner sides of the wall panels, which form the contact surface with the filled concrete, will have a very smooth surface because of the self-leveling properties of the high-strength concrete, which is disadvantageous for the bond strength in the contact surfaces between the wall panels and the filling concrete.
  • the EP 0 936 320 is a double wall with a 25 mm to 30 mm thick wall plate described.
  • the longitudinal bars of the lattice girders are used as supporting reinforcement.
  • the in the EP 0 936 320 described wall panels consist of a concrete with a compressive strength of 30 N / mm 2 to 35 N / mm 2 (see there in column 3, line 43). If it is assumed that the reinforcing steel reinforcement of the two reinforcing layers each has a diameter of 6 mm and that the reinforcement is arranged centrally, then, with a plate thickness of 25 mm (according to claim 6 of EP 0 936 320 ) The concrete cover to the inside and to the outside of the wall plate in each case only 6.5 mm.
  • Such a low concrete cover to the outside is not permitted for normal concrete, because this does not ensure sufficient protection of the reinforcement against corrosion.
  • the concrete cover to the inside is also too small with 6.5 mm, because usually a concrete cover of 15 mm to the longitudinal bars of the lattice girder is maintained so that the lattice girders have sufficient anchorage in the concrete and not break out when introducing the filling concrete from the wall panels.
  • the stability of the two wall panels during transport and installation conditions is in the US 1,102,991 guaranteed by a cavity arranged in the framework of steel bars, which is connected with special anchoring elements with the wall panels.
  • the bars of the framework which are arranged normally to the wall panels, absorb the tensile forces which occur during the introduction of the filling concrete.
  • the formation of the framework with the concrete slabs is also very expensive to manufacture.
  • the DE 29 39 877 is a sandwich composite panel consisting of 15 mm thick plate elements and an intermediate insulating layer described.
  • the connecting elements are made of stainless steel or plastic.
  • a connecting element is shown having on one side a conical tip with an end plate. Due to the conical tip, the penetration of the connecting element when turning into the second wall plate is facilitated.
  • a disadvantage is the complex design of the end anchoring and the fact that the end plate is arranged at a certain distance from the outside of the second wall plate.
  • Ultra-high strength concrete has a cube compressive strength which is greater than 120 N / mm 2 and is usually 200 N / mm 2 . By special post-treatment methods, the strength can be further increased to 400 N / mm 2 .
  • Ultra-high-strength concrete has a high content of cement and silica fume and therefore has self-compacting and self-leveling properties. Disadvantageous in the FR 2 949 131 are as well as in the DE 196 54 202 the lack of rebar reinforcement and the smooth surface on the insides of the wall panels.
  • a double wall with wall panels of glass fiber reinforced concrete with reinforcement arranged in the cavity between the wall panels is in the DE 36 28 876 described.
  • the arrangement of spacers on the wall panels and the installation of the orthogonal reinforcing steel reinforcement on the spacers in the cavity between the wall plates with turnbuckles are very expensive.
  • a double wall comprising a first wall panel, a second wall panel spaced from the first wall panel, and connecting members connecting the first wall panel to the second wall panel, each of the two wall panels having a concrete layer and a wall panel reinforcement, the wall panel reinforcement having an outer reinforcing layer and an inner reinforcing layer crossing the outer reinforcement layer, preferably substantially orthogonal, wherein the inner Reinforcement layer and the outer layer of reinforcement at least 10% of their intersection points connected by a connection and at least one of the two wall panels has a concrete layer of a high strength or ultra high strength concrete with a thickness between 10 mm and 45 mm, wherein one of the two reinforcement layers an embedding depth in the concrete layer is smaller than the diameter of the partially embedded reinforcement layer.
  • the double wall according to the invention with at least one concrete layer of high-strength or ultra-high-strength concrete can be produced with smaller plate thickness than a double wall of normal concrete, because high-strength or ultra-high-strength concrete has greater strength than normal concrete.
  • Another major advantage of high-strength concrete and ultra-high-strength concrete compared to normal concrete is the much higher density of the concrete structure. An undesirable ingress of carbon dioxide into the concrete, which leads to an undesirable carbonation of the concrete, is considerably more difficult due to the higher density.
  • the nitrogen permeability of ultra-high-strength concrete is ten times smaller than that of a high-strength concrete C100 / 115 and one hundred times smaller than that of a normal concrete C30 / 35.
  • the water permeability of ultra-high-strength concrete corresponds to that of a dense natural stone.
  • the concrete layers of both wall panels of the double wall so both the first wall plate, and the second wall plate, each containing a high-strength or ultra-high-strength concrete.
  • wall panel reinforcements are arranged in the first wall plate and in the second wall plate, which each comprise an inner and an outer reinforcement layer.
  • the inner reinforcement layer and the outer reinforcement layer are arranged in two parallel planes.
  • the inner reinforcement layer and the outer reinforcement layer are arranged so that the reinforcing bars of the two reinforcement layers cross each other.
  • the reinforcing bars of the inner reinforcing layer cross those of the outer reinforcing layer substantially orthogonal to each other.
  • an inner reinforcement layer and an outer reinforcement layer refers in each case to their position relative to the finished double wall.
  • those reinforcement layers are referred to as inner reinforcing layers, which are respectively oriented on the double wall on the inside to the opposite other wall plate or which to the space between the indicate both wall plates.
  • the reinforcement layers referred to as outer reinforcement layers are those which are arranged on the outside of the wall panels or which are remote from the intermediate space between the two wall panels of the double wall.
  • the inner reinforcement layer and the outer reinforcement layer of the first wall panel and the second wall panel are connected to each other at least 10% of their crossing points by means of a connection.
  • the two reinforcement layers are stationary fixed in their position in two mutually parallel planes relative to each other.
  • a particularly dimensionally stable reinforcing grid is created when using a wall panel reinforcement.
  • all intersection points between the inner reinforcement layer and the outer reinforcement layer can be connected to each other by connections.
  • the double wall according to the invention further has the advantage that in each wall plate a wall panel reinforcement is arranged, in which an inner and an outer reinforcement layer cross each other, and the double wall thereby during the introduction of Grepon in the gap between the two wall panels has a greater resistance to bending stresses.
  • crosswise arranged reinforcement layers which are preferably arranged substantially orthogonally crossing, give a particularly economical reinforcement.
  • the production of a double wall according to the invention is much more economical than the addition of fiber material in order to increase the strength of the concrete layers as fiber reinforcement.
  • both concrete layers of both the first wall plate, and the second wall plate each a high-strength or ultra-high-strength concrete.
  • the at least one concrete layer particularly advantageously has a cube compressive strength of 60 N / mm 2 to 500 N / mm 2 , preferably of 80 N / mm 2 to 200 N / mm 2 .
  • the strength of the at least one Concrete layer can be further increased by special post-treatment methods of high-strength or ultra-high-strength concrete.
  • a fiber reinforcement is contained in a double wall in the at least one concrete layer with high-strength or ultra high-strength concrete.
  • a content of a fiber material of the fiber reinforcement in the concrete layer of 50 kg / m 3 to 500 kg / m 3 , preferably from 200 kg / m 3 to 400 kg / m 3 .
  • the outer reinforcement layer of the wall panel reinforcement on an embedding depth in the concrete layer which is at least half and at most 0.95 times the diameter of the wall reinforcement of the outer reinforcing layer and the inner reinforcement layer the wall panel reinforcement is entirely outside the concrete layer.
  • the wall panel reinforcement is arranged in the wall panels in such a way that a certain part of the wall panel reinforcement protrudes on the insides of the wall panels and is not embedded in the concrete layer of one of the wall panels.
  • the inside of at least one of the wall panels has a surface which is excellently suited because of the protruding wall panel reinforcement to absorb composite stresses in the contact surfaces between the wall panel and the filling concrete filled between the wall panels.
  • both wall panels are designed so that each of the inner reinforcement layer protrudes on the inner sides of the wall panels and thus the composite effect between the filling concrete, which is poured into the space of the double wall, and the two wall panels is improved respectively.
  • the outer reinforcement layer which is at least half the diameter of the wallboard reinforcement in the concrete layer with high-strength or ultra high-strength concrete, and the outer reinforcement layer are connected to at least 10% of their intersection points, a particularly high bonding effect between the concrete layer and the adjacent Gretontik achieved.
  • the outer reinforcement layer of the wall panel reinforcement completely embedded in the concrete layer and the inner reinforcement layer wall panel reinforcement has an embedding depth in the concrete layer, the maximum 0.95 times the diameter of Wall panel reinforcement of the inner reinforcement layer is.
  • the composite effect between the concrete layer and an adjacent Gretontik is significantly increased by the wall panel reinforcement, which projects with its inner reinforcing layer at least partially on the inside of one of the wall panels or on the inner sides of both wall panels.
  • a reinforcing steel reinforcement a corrosion-resistant reinforcing steel reinforcement made of stainless steel; a corrosion resistant reinforcement made of fiberglass, carbon fiber, or basalt fiber reinforced composite material in rod form; a two-dimensional textile reinforcement made of a fiberglass, carbon fiber, or basalt fiber reinforced composite material; a three-dimensional textile reinforcement of a fiber-reinforced composite material, wherein the textile reinforcement is only partially disposed in the concrete layer and the textile reinforcement protrudes on the inner sides of the wall panels.
  • a part of the reinforcement of the outer reinforcing layer is formed by at least one longitudinal bar of a lattice girder.
  • the connecting elements are designed as lattice girders, and part of the reinforcement of the outer reinforcement layer is formed by longitudinal bars of the lattice girders.
  • the connecting elements are arranged substantially perpendicular to the outer reinforcement layer and to the inner reinforcing layer.
  • the connecting elements which are provided substantially in the direction of the plane normal to the two arranged in parallel planes, crossing each other reinforcing layers, advantageously equal in the same length of the connecting elements in the wall panel reinforcements of the two opposing wall panels.
  • the connecting elements are designed as connecting rods in a double wall.
  • connecting elements which are designed as connecting rods, are particularly easily inserted into free spaces between the crosswise arranged reinforcement layers of the wall panel reinforcement.
  • connecting elements with an angular, a trapezoidal or a wave-shaped cross-section or with truss rods or as a lattice girder are executed.
  • the connecting elements which connect the first wall plate with the second wall plate and by which the gap between the two wall plates is fixed, have different shapes or cross sections.
  • the connecting elements at least at one of its ends, preferably at its two opposite ends, end anchors and the end anchors are arranged adjacent to an outer side of the first wall plate and / or to an outer side of the second wall plate.
  • End anchors at the ends of the connecting elements serve to further increase the stability of the connections between the connecting elements and the concrete layers in which the connecting elements are at least partially inserted or cast.
  • the end anchors at the ends of the connecting elements and the resistance of the two wall panels and thus the double wall is increased against bending stresses. Unwanted deformations or Warping of the double wall under mechanical stress or when filling filled concrete between the two wall panels can thus be successfully avoided.
  • at least individual end anchors may also be arranged flush with an outer side of the first wall plate and / or an outer side of the second wall plate.
  • the connecting elements and / or the end anchors are made of stainless steel or a fiber-reinforced plastic, at least in the sections arranged within the concrete layers.
  • the connecting elements and / or the end anchors are in this variant, at least in sections or entirely made of a corrosion-resistant material, for example made of stainless steel or a fiber-reinforced plastic.
  • a double wall in a double wall at least two connecting rods are connected to each other by at least one diagonal bar, wherein preferably the connection points of a diagonal bar to connecting rods are each adjacent to one end of a connecting rod.
  • the at least two connecting rods with the at least one diagonal bar form a particularly stable framework.
  • the double wall thus remains particularly stable even under high tensile and / or compressive forces and / or bending stresses acting on the connecting elements.
  • the at least two connecting rods and / or the at least one diagonal bar are arranged alternately with a first end anchorage and / or a first connection point in the first wall plate and with an opposite second end anchorage and / or an opposing second connection point in the attached second wall plate and the diagonal bar is made straight between the joints substantially.
  • the connecting elements have a truss-like structure, which framework is formed by the connecting rods and connected to these diagonal bars.
  • the connecting rods are provided with end anchors, whereby a particularly robust connection between the two wall panels is achieved.
  • the first and the second formwork are each arranged substantially horizontally in the above-mentioned method.
  • the wall panel reinforcement of the first wall panel is thus inserted into the substantially horizontal first formwork, the outer reinforcement layer being oriented towards the formwork towards the bottom.
  • first wall plate After the first wall plate is completed, it is inserted in advance with the connecting elements in the already prepared in the second formwork wall panel reinforcement of the second wall plate or inserted into this.
  • This process in which the finished first wall panel is optionally turned over to be inserted into the wall panel reinforcement of the second wall panel with the connecting members facing downwardly of the second formwork, is also referred to as an objection of the first wall panel.
  • the connecting elements are depending on the version with their free ends or end anchors which are attached at their ends, at least adjacent to the formwork down.
  • the thickness of the concrete cover of the free ends of the connecting elements or the end anchors to the outside of the second wall plate can thus be set arbitrarily.
  • the connecting elements with their free ends and / or disposed at their ends end anchors can also rest flush on the formwork, whereby the thickness of the concrete cover to the outside of the second wall plate is minimal or the fasteners flush to the outside of the second wall plate ,
  • the connecting elements with their free ends and / or disposed at their ends end anchors can also rest flush on the formwork, whereby the thickness of the concrete cover to the outside of the second wall plate is minimal or the fasteners flush to the outside of the second wall plate ,
  • the connecting elements with their free ends and / or disposed at their ends end anchors can also rest flush on the formwork, whereby the thickness of the concrete cover to the outside of the second wall plate is minimal or the fasteners flush to the outside of the second wall plate ,
  • FIG. 1 to Fig. 3 shows a first embodiment of a double wall according to the invention during manufacture.
  • Fig. 1 shows a state in the manufacturing process of a double wall 3 according to the invention after producing a first wall plate 1.
  • the wall plate 1 comprises a concrete layer 5 made of high-strength concrete with a wall panel reinforcement 6, which comprises an outer reinforcement layer 7 and an inner reinforcement layer 8.
  • the wall panel reinforcement 6 consists in the first embodiment of the invention of a reinforcing steel reinforcement, which has an approximately circular cross-section and a smooth surface 21.
  • the outer reinforcing layer 7 and the inner reinforcing layer 8 lie in parallel planes directly next to each other or touch each other in crossing points, the outer reinforcing layer 7 and the inner reinforcing layer 8 are here arranged substantially orthogonal crossing.
  • the outer reinforcing layer 7 and the inner reinforcing layer 8 are here at 50% of the crossing points or points of contact at which the reinforcing bars of the outer reinforcing layer 7 and the inner reinforcing layer 8 abutting each other, welded together.
  • a stable, cohesive connection 23 of the outer reinforcing layer 7 with the inner reinforcement layer 8, which together form the wall panel reinforcement 6, is given at the intersecting points welded together.
  • the inner reinforcing layer 8 is arranged here in the concrete layer 5 such that an upper part of the inner reinforcing layer 8 protrudes from an inner side 13 of the concrete layer 5.
  • An embedding depth E of the inner reinforcing layer 8 is thus smaller than a diameter D of the wall panel reinforcement 6 of the inner reinforcing layer 8.
  • the embedding depth E in the concrete layer 5 is here in FIG Fig. 1 an example of the 0.70 times the diameter D of the wall panel reinforcement 6 of the inner reinforcement layer 8.
  • An outer side 11 of the first wall plate 1 is in the production of a formwork, not shown, and therefore has a shell-smooth surface.
  • the outer reinforcement layer 7 of the first wall panel 1 is embedded here entirely in the concrete layer 5.
  • the position information of an inner reinforcing layer 8 and an outer reinforcing layer 7 respectively relate to their position relative to the finished double wall 3.
  • the inner reinforcing layers 8 are respectively adjacent to the inner sides 13, 14 of the wall panels 1, 2 oriented to the opposite other wall plate out.
  • the inner reinforcing layers 8 thus point in the finished double wall 3 to the intermediate space between the two wall panels 1, 2.
  • the outer reinforcing layers 7 are each arranged on the outside adjacent to the outer sides 11, 12 of the wall panels 1, 2 and are facing away from the intermediate space between the two wall panels 1, 2 in the finished double wall 3.
  • connecting elements 4 As in Fig. 1 illustrated in the first wall plate 1 by way of example four different connecting elements 4 are arranged. These various embodiments of connecting elements 4 serve here for better understanding. Depending on the design, the same connecting elements 4 or different connecting elements 4 can be used as connections between the wall panels 1, 2 or for producing a double wall 3 in the context of the invention.
  • FIG. 1 left rear a connecting element 4 with an angular cross-section 15 or with an angle section 15, left front a connecting element 4 with a trapezoidal cross-section 16 or with a trapezoidal profile 16, right front a connecting element 4 with a wave-shaped cross section 17 or with a wave profile 17th and in the picture right back a connecting element 4 with truss rods 18 shown.
  • All fasteners 4 have connecting rods 9, which with their rod ends respectively in the concrete layers 5 of the first wall plate 1 and one of the first wall plate 1 opposite second wall plate 2, the in Fig. 3 is anchored.
  • the connecting rods 9 respectively in the concrete layers 5 of the first wall panel 1 and the second wall panel 3 in the embodiments of FIG Fig.
  • These end anchors 10 can be made for example by the welding of end plates made of stainless steel on the connecting rods 9. Alternatively, the end anchors 10 may be formed by thickening the end portion of the connecting rods 9.
  • the near the outer sides 11, 12 of the wall panels 1, 2 arranged end anchors 10 and the connecting rods 9 are here in the embodiments as connecting elements 4 with truss rods 18 and the connecting elements 4 with angular cross-section 15 made of a stainless material, such as stainless steel.
  • the connecting elements 4 with wavy cross-section 17 are here made of a fiber-reinforced plastic.
  • the sectional view in Fig. 2 by the first embodiment according to the invention in Fig. 1 The concrete layer 5 made of high-strength concrete has a shell-smooth outer side 11 and an inner side 13, which has a surface with very good bonding properties because of the protruding inner reinforcement layer 8 of the wall panel reinforcement 6 ,
  • the embedment depth E of the inner reinforcement layer 8 in the concrete layer 5 of the first wall panel 1 is here 0.70 times the diameter D of the wall panel reinforcement 6 of the inner reinforcement layer 8.
  • the outer reinforcement layer 7 is here completely embedded in the concrete layer 5 of the first wall panel 1 ,
  • connection element 4 with angular cross-section 15 has connecting rods 9, which are connected to the angle section 15 and ensure a secure anchoring in the concrete layers 5.
  • end plates are welded from a stainless material at the ends of the connecting rods.
  • the connecting element 4 of truss rods 18 comprises connecting rods 9, which are arranged substantially normal to the wall panels 1, 2, and diagonal bars 19, which are each arranged obliquely between two connecting rods 9 and connected at connection points 22 with these truss-like.
  • Fig. 2 Such a connection point 22 between a diagonal bar 19 and a connecting rod 9 can be seen.
  • These joints 22 are within the concrete layer 5, so that shear forces between the wall panels 1, 2, which may occur during manufacture, transport or assembly of the double wall 3, exclusively by normal forces in the connecting rods 9, the diagonal bars 19 and within the concrete layers. 5 can be included.
  • the angular profile 15 for example, a steel angle, must be arranged so that the angular profile 15 at its free ends in each case a few millimeters into each of the concrete layers 5 of the two wall panels 1, 2 protrudes.
  • the second wall panel 2 also comprises a concrete layer 5 of high-strength concrete, in which a wall panel reinforcement 6 is embedded so that the inner reinforcement layer 8 on the inside 14th the second wall plate 2 protrudes and this therefore partially comes to rest in the cavity between the two wall panels 1, 2.
  • the embedment depth E of the inner reinforcement layer 8 in the concrete layer 5 of the second wall plate 2 is here also 0.70 times the diameter D of the wall panel reinforcement 6 of the inner reinforcement layer 8.
  • the outer reinforcement layer 7 is here entirely in the concrete layer 5 of the second wall plate. 2 embedded.
  • the second wall plate 2 is connected to the first wall plate 1 by the first wall plate 1 together with the already in the concrete layer 5 of the first wall plate 1 fastened connecting elements 4, as shown in the Fig. 2 are shown, with the connecting elements 4 downwards in the wall panel reinforcement 6 of the second wall panel 2 are used.
  • the reinforcing steel reinforcement of the second wall plate 2 is already inserted in a formwork for the second wall plate 2. After pouring concrete into the formwork and the curing of the concrete layer 5 of the second wall plate 2, the finished double wall 3 is formed.
  • the outer side 12 of the second wall plate 2 has - as well as the outer side 11 of the first wall plate 1 - also a shell-smooth surface.
  • a concrete layer 5 is introduced for the second wall plate 2 in the formwork and only then the first wall plate 1 with the connecting elements 4 in the concrete layer 5 of the second wall plate 2 objected aggregate grains of the concrete layer 5 could come to rest under the end anchors 10 and thereby prevent complete resting of the end anchors 10 on the flat formwork surface of the second wall plate 2.
  • the thickness of the completed double wall 3 would deviate from the planned thickness at least by the thickness of the adhering to the end anchors 10 layer thickness of the aggregate grains or exceed the planned thickness.
  • first formwork for producing the first wall panel 1 and the second wall panel 2. It is likewise provided in the context of the invention to use a first formwork for producing the first wall panel 1 and a second formwork for producing the second wall panel 2.
  • each double walls 3 according to the invention are shown in which the sake of clarity, because of the second wall plate 2 and the connecting elements 4 between the two wall panels 1, 2 are not shown.
  • FIG. 5 A detailed view of a second embodiment of a double wall 3 according to the invention is shown in the figures 4 and FIG. 5 shown. It should be mentioned that in the pictures 4 and FIG. 5 shown outer reinforcing layer 7 partially through the longitudinal bars 29 of an in Fig. 12 shown lattice girder 24, which consists of the longitudinal bars 29 and diagonal bars 30, can be replaced.
  • the wall panel reinforcement 6 consists in this embodiment of the inner reinforcement layer 8, which is formed by the ribbed reinforcing bars 20 and the outer reinforcing layer 7, which is formed by the longitudinal bars 29 of the lattice girder 24 and by the ribbed reinforcing bars 20.
  • the quality of the composite properties between the first wall plate 1 and a filling concrete, which is filled in a finished double wall 3 in the space between the first wall plate 1 and the wall plate 2, not shown here, is in this example to a large extent by the partial embedding of inner reinforcing layer 8 in the first wall plate 1 and to a much smaller extent by the diagonal bars 30 of the lattice girder 24 guaranteed.
  • the ribbed reinforcing bars 20 of the only partially embedded inner reinforcing layer 8 increase the roughness of the inner side 13 of the first wall plate 1.
  • the diagonal bars 30 of the lattice girder 24 contribute to the improvement of the composite properties by dowel action.
  • the bond forces that can be transferred by dowel action are smaller than those transmitted through the rough surface on the inside 13 of the first wall plate 1.
  • the transmission of composite forces over a surface of defined roughness is favored by a compressive stress state normal to the surface.
  • This compressive stress state occurs in the double wall according to the invention, when small relative displacements caused by external stresses occur between wall plate 1 and the filling concrete. Because of the roughness of the inner side 13 of the first wall panel 1, which is defined by the only partial embedding of the ribbed reinforcing bars 20 of the inner reinforcing layer 8, these relative displacements between the first wall panel 1 and the filling concrete cause tensile forces in the connecting elements 4 which are in 4 and FIG. 5 are not shown, and the Diagonalstäben 30 of the lattice girder 24 out. For reasons of balance, these tensile forces produce a compressive stress state normal to the inside 13 of the first wallboard 1.
  • a third embodiment of a double wall 3 according to the invention is shown in the figures Fig. 6 and Fig. 7 shown.
  • the thickness of the concrete layer 5 in this embodiment is equal to the sum of the thickness of the concrete cover B and the diameter D of the outer reinforcement layer 7 of the wall panel reinforcement 6 and half the diameter of the inner reinforcement layer 8 of the wall panel reinforcement 6.
  • the outer reinforcement layer 7 is entirely in the concrete layer 5 of the first wall plate 1 embedded.
  • the inner reinforcement layer 8 here has an embedment depth E in the concrete layer 5, which is half the diameter D of the wall panel reinforcement 6 of the inner reinforcement layer 8.
  • the wall panel reinforcement 6 consists in this embodiment of a corrosion-resistant reinforcement of a glass fiber reinforced composite material in rod-like design.
  • Connections 23 at the crossing points K connect the outer reinforcing layer 7 to the inner reinforcing layer 8.
  • the connections 23 are made as adhesive bonds with epoxy resin.
  • the ribbed reinforcing bars 20, from which the inner reinforcement layer 8 is formed, protrude with half the cross-sectional area over the inner side 13 of the first wall panel 1. Bonding forces between the first wall panel 1 and the filling concrete, in the space between the wall panels 1, 2 of the finished double wall 3 is filled, can be recorded on the embedded half in the first wall plate 1 and half in the filling concrete wall plate reinforcement 6.
  • FIGS. 8 and 9 A fourth embodiment of a double wall 3 according to the invention is shown in the figures FIGS. 8 and 9 shown.
  • the wall panel reinforcement 6 consists in this embodiment of a corrosion-resistant reinforcing steel reinforcement made of stainless steel.
  • the thickness of the concrete layer 5 in this embodiment is so great that the inner reinforcement layer 8 of the wall panel reinforcement 6 protrudes only 2 mm beyond the inner side 13 of the first wall panel 1. Bonding forces between the first wall panel 1 and the filling concrete, not shown, in the space between the wall panels 1, 2 are transmitted via the protruding part of the wall panel reinforcement 6 of the inner reinforcement layer 8.
  • a fifth embodiment of a double wall 3 according to the invention is shown in the figures 10 and FIG. 11 shown.
  • the wall panel reinforcement 6 of the inner reinforcement layer 8 has no embedding in the concrete layer 5 of the first wall panel 1.
  • the inner reinforcement layer 8 is completely embedded in the filling concrete.
  • the wall panel reinforcement 6 of the outer reinforcing layer 7 is arranged in the concrete layer 5 of the first wall panel 1 so that one half of the wall panel reinforcement 6 of the outer reinforcing layer 7 is embedded in the concrete layer 5.
  • the embedment depth E of the outer reinforcing layer 7 in the concrete layer 5 of the first wall plate 1 is therefore only half the diameter D of the wall panel reinforcement 6 of the outer reinforcement layer 7.
  • Bending stresses during introduction of the Gretons be of the concrete layer 5 with the partially embedded wall panel reinforcement 6 of the outer reinforcing layer. 7 and the only connected via connections 23, which are designed as welded joints, added, designed as reinforcing steel reinforcement wall plate reinforcement 6 of the inner reinforcement layer 8 added.
  • the support mechanism in the direction of the outer reinforcement layer 7 corresponds to that of a reinforced concrete cross-section.
  • the support mechanism in the direction of the inner reinforcement layer 8 corresponds to a steel-concrete composite construction.
  • Bonding forces between the first wall plate 1 and the filling concrete in the space between the wall panels 1, 2 in the finished double wall 3 are on the inside 13 of transferred first wall plate 1, because the partially embedded in the concrete layer 5 and partially in the filling concrete wall panel reinforcement 6 of the outer reinforcing layer 7 produces a defined surface roughness in the contact surface between the wall plate 1 and a filling concrete.
  • the outer reinforcing layer 7 can be formed by a textile reinforcement 31.
  • textile reinforcement 31 is a three-dimensional structure, which is partially embedded in the concrete layer 5 of the first wall plate 1.
  • Such a textile reinforcement 31 is produced, for example, by solidian GmbH (Sigmaringer Strasse 150, 72458 Albstadt, Germany) and marketed under the market name soligrid® lattice structure.
  • the textile reinforcement elements consist of a large number of individual fine fibers which are bundled into rovings. These rovings turn into lattice structures (eg in Fig. 12 in the form of the lattice girder 24), which in sum can accommodate forces of the order of magnitude of conventional steel reinforcement.
  • the three-dimensional textile reinforcement 31 which is partially arranged in the first wall panel 1 and partially in a filled concrete, causes tensile forces in the obliquely to the inner side 13 of the first wall panel 1 arranged parts of the textile reinforcement 31 at low relative displacements between the first wall plate 1 and Rudbeton arise.
  • the corrugated reinforcing bars 20 of the inner reinforcing layer 8 are connected to the textile reinforcement 31 by means of a tie wire 32 to provide a connection 23 between the outer reinforcing layer 7 and the inner reinforcing layer 8 which ensures the dimensional stability of the wall panel reinforcement 6 during the production of the concrete layer 5 , Notwithstanding the wording of claim 1 are in Fig. 12 the outer reinforcing layer 7 and the inner reinforcement layer 8 are shown embedded in the concrete layer 5 entirely.
  • the high density of ultra-high strength concrete allows the production of wall panels 1 with very little concrete cover B to a reinforcement that can corrode.
  • the concrete cover to the textile reinforcement 31 is not relevant to the corrosion resistance of the double wall 3, because the textile reinforcement 31 can not corrode.
  • a certain concrete cover of the textile reinforcement 31 is required in order to ensure the static effectiveness of the textile reinforcement 31 in the concrete layer 5 by a composite effect.
  • FIGS. 13 and 14 show examples of how a double wall 3 according to the invention can also be used in supporting structures of structural engineering.
  • a double wall 3 the connecting elements 4 having an angular cross-section 15, can be used to provide a carrier 27 with a rectangular cross-section.
  • lattice girders 24 (not shown) can be arranged, at whose from the wall plates 1, 2 projecting longitudinal bars 29 (not shown), the connecting elements 4 are welded with angular cross-section.
  • the first wall plate 1 and the second wall plate 2 of the double wall 3 in each case form opposite outer walls of the carrier 27.
  • Fig. 14 It is shown how two inventive double walls 3 can be used with connecting elements 4 in the form of lattice girders 24 to provide a carrier 28 with box-shaped cross-section.
  • the diagonal bars 30 of the lattice girder 24 connect the two wall panels 1, 2.
  • the lattice girder 24 is made in this embodiment of reinforcing bars of a fiber-reinforced composite material.
  • the two double walls 3 serve as webs of the carrier 28 with box cross-section.
  • a bottom plate 25 and a cover plate 26, which are connected to the double walls 3, complete the box-shaped cross section, which in this still unfilled state has a much lower weight than in the final state after the introduction of filled concrete.
  • the low weight is for the production of, for example, bridge girders 28 in the construction state of very great advantage.
  • the cover plate 26 could likewise be produced from a third double wall 3 according to the invention.
  • any concrete qualities such as normal concrete, high-strength concrete, ultra-high-strength concrete or lightweight concrete can be used.
  • Reinforcing bars with a smooth and ribbed surface have been described in the embodiments shown.
  • reinforcing bars with arbitrary design of the surface such as e.g. with grooves, grooves or pimples, included.
  • the patent application describes reinforcing bars and textile reinforcements made of fiber-reinforced composite materials with glass fibers, carbon fibers and basalt fibers. Reinforcing bars and textile reinforcements made of fiber-reinforced composite materials with arbitrary fibers and matrix materials are included by the invention.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Panels For Use In Building Construction (AREA)

Claims (21)

  1. Coffrage double perdu (3), comportant un premier panneau formant mur (1), un second panneau formant mur (2) espacé du premier panneau formant mur (1), et des éléments de liaison (4) qui relient le premier panneau formant mur (1) au second panneau formant mur (2), chacun des deux panneaux formant mur (1, 2) comprenant une couche de béton (5) et une armature de panneau (6),
    dans lequel ladite armature de panneau (6) comprend une couche d'armature extérieure (7) et une couche d'armature intérieure (8) qui croise la couche d'armature extérieure (7) de préférence sensiblement orthogonalement,
    la couche d'armature intérieure (8) et la couche d'armature extérieure (7) sont reliées l'une à l'autre au moins à 10 % de leurs points de croisement (K) au moyen d'une liaison (23),
    l'un au moins des deux panneaux formant mur (1, 2) présente une couche de béton (5) d'une épaisseur entre 10 mm et 45 mm, et
    au moins une couche de béton (5) comprend du béton à hautes performances ou à ultra-hautes performances,
    caractérisé en ce que
    dans l'un au moins des panneaux formant mur (1, 2), l'une des deux couches d'armature (7, 8) présente une profondeur d'intégration (E) dans la couche de béton (5) qui est inférieure au diamètre (D) de cette couche d'armature (7, 8).
  2. Coffrage double perdu (3) selon la revendication 1, caractérisé en ce que ladite au moins une couche de béton (5) présente une résistance à la compression sur éprouvettes en cube de 60 N/mm2 à 500 N/mm2, de préférence de 80 N/mm2 à 200 N/mm2.
  3. Coffrage double perdu (3) selon la revendication 1 ou 2, caractérisé en ce que dans ladite au moins une couche (5) de béton à hautes performances ou à ultra-hautes performances, il est prévu une armature de fibres.
  4. Coffrage double perdu (3) selon la revendication 3, caractérisé en ce qu'une teneur d'un matériau de fibres de l'armature de fibres dans la couche de béton (5) est de 50 kg/m3 à 500 kg/m3, de préférence de 200 kg/m3 à 400 kg/m3.
  5. Coffrage double perdu (3) selon l'une des revendications 1 à 4, caractérisé en ce que dans au moins un panneau formant mur (1, 2), la couche d'armature extérieure (7) de l'armature de panneau (6) présente une profondeur d'intégration (E) dans la couche de béton (5) qui est au moins de la moitié et au maximum 0,95 fois le diamètre (D) de l'armature de panneau (6) de la couche d'armature extérieure (7), et la couche d'armature (8) de l'armature de panneau (6) se trouve entièrement à l'extérieur de la couche de béton (5).
  6. Coffrage double perdu (3) selon l'une des revendications 1 à 4, caractérisé en ce que dans au moins un panneau formant mur (1, 2), la couche d'armature extérieure (7) de l'armature de panneau (6) est intégrée entièrement dans la couche de béton (5), et la couche d'armature intérieure (8) de l'armature de panneau (6) présente une profondeur d'intégration (E) dans la couche de béton (5) qui est au maximum 0,95 fois le diamètre (D) de l'armature de panneau (6) de la couche d'armature intérieure (8).
  7. Coffrage double perdu (3) selon l'une des revendications 1 à 6, caractérisé en ce que l'armature de panneau (6) comprend une armature en acier pour béton.
  8. Coffrage double perdu (3) selon l'une des revendications 1 à 7, caractérisé en ce que l'armature de panneau (6) comprend une armature en acier pour béton inoxydable résistante à la corrosion.
  9. Coffrage double perdu (3) selon l'une des revendications 1 à 8, caractérisé en ce que l'armature de panneau de (6) comprend une armature résistante à la corrosion constituée en un matériau composite renforcé de fibres de verre, de fibres de carbone ou de fibres de basalte réalisé sous forme de barreau.
  10. Coffrage double perdu (3) selon l'une des revendications 1 à 9, caractérisé en ce que la couche d'armature extérieure (7) comprend une armature textile bidimensionnelle (31) constituée en un matériau composite renforcé de fibres de verre, de fibres de carbone ou de fibres de basalte.
  11. Coffrage double perdu (3) selon l'une des revendications 1 à 10, caractérisé en ce que la couche d'armature extérieure (7) comprend une armature textile tridimensionnelle (31) en matériau composite renforcé de fibres, l'armature textile (31) n'étant agencée que partiellement dans la couche de béton (5) et l'armature textile (31) faisant saillie sur les faces intérieures (13, 14) des panneaux formant mure (1, 2).
  12. Coffrage double perdu (3) selon l'une des revendications 1 à 10, caractérisé en ce qu'une partie de l'armature de la couche d'armature extérieure (7) est formée par au moins un barreau longitudinal (29) d'un support en grille (24).
  13. Coffrage double perdu (3) selon l'une des revendications 1 à 12, caractérisé en ce que les éléments de liaison (4) sont agencés sensiblement à l'aplomb de la couche d'armature extérieure (7) et de la couche d'armature intérieure (8).
  14. Coffrage double perdu (3) selon l'une des revendications 1 à 13, caractérisé en ce que les éléments de liaison (4) sont réalisés sous forme de barreaux de liaison (9).
  15. Coffrage double perdu (3) selon l'une des revendications 1 à 13, caractérisé en ce que les éléments de liaison (4) sont réalisés avec une section transversale de forme angulaire (15) ou avec une section transversale de forme trapézoïdale (16) ou avec une section transversale de forme ondulée (17) ou avec des barreaux de treillis (18) ou sous forme de supports en grille (24).
  16. Coffrage double perdu (3) selon l'une des revendications précédentes, caractérisé en ce que les éléments de liaison (4) présentent au moins à l'une de leurs extrémités, de préférence à leurs deux extrémités opposées, des ancrages d'extrémité (10), et les ancrages d'extrémité (10) sont agencés au voisinage d'une face extérieure (11) du premier panneau formant mur (1) et/ou d'une face extérieure (12) du second panneau formant mur (2).
  17. Coffrage double perdu (3) selon l'une des revendications précédentes, caractérisé en ce que les éléments de liaison (4) et/ou les ancrages d'extrémité (10) sont fabriqués en acier inoxydable ou en une matière plastique renforcée de fibres au moins dans les portions agencées à l'intérieur des couches de béton (5).
  18. Coffrage double perdu (3) selon la revendication 14, caractérisé en ce qu'au moins deux barreaux de liaison (9) respectifs sont reliés l'un à l'autre par au moins un barreau diagonal (19), et de préférence les emplacements de liaison (22) d'un barreau diagonal (19) sur les barreaux de liaison (9) se trouvent chacun au voisinage d'une extrémité d'un barreau de liaison (9).
  19. Coffrage double perdu (3) selon la revendication 18, caractérisé en ce que lesdits au moins deux barreaux de liaison (9) et/ou ledit au moins un barreau diagonal (19) sont fixés en alternance avec un premier ancrage d'extrémité (10) et/ou avec un premier emplacement de liaison (22) dans le premier panneau formant mur (1) et avec un second ancrage d'extrémité opposé (10) et/ou avec un second emplacement de liaison opposé (22) dans le second panneau formant mur (2), et le barreau diagonal (12) entre les emplacements de liaison (22) est réalisé de façon sensiblement rectiligne.
  20. Coffrage double perdu (3) selon l'une des revendications 1 à 11, caractérisé en ce que les éléments de liaison (4) sont réalisés sous forme de supports en grille (24), et une partie de l'armature de la couche d'armature extérieure (7) est formée par des barreaux longitudinaux (29) des supports en grille (24).
  21. Procédé pour réaliser un coffrage double perdu (3) selon l'une des revendications 1 à 20, caractérisé par les étapes suivantes consistant à :
    - préparer une armature de panneau formant mur (6) pour un premier panneau formant mur (1), comportant une couche d'armature extérieure (7) et une couche d'armature intérieure (8) qui croise la couche d'armature extérieure (7) de préférence sensiblement orthogonalement,
    la couche d'armature intérieure (8) et la couche d'armature extérieure (7) étant reliées l'une à l'autre au moins à 10 % de leurs points de croisement (K) au moyen d'une liaison (23) ;
    - poser l'armature de panneau (6) pour le premier panneau formant mur (1) dans un premier coffrage, la couche d'armature extérieure (7) étant orientée vers le bas ;
    - insérer des éléments de liaison (4) dans l'armature de panneau (6), les éléments de liaison (4) étant orientés sensiblement à l'aplomb de la couche d'armature extérieure (7) et de la couche d'armature intérieure (8) en étant orientés vers le haut ;
    - le cas échéant fixer les éléments de liaison (4) sur l'armature de panneau (6) du premier panneau formant mur (1) ;
    - introduire une couche de béton (5) du premier panneau formant mur (1) dans le premier coffrage, la couche de béton (5) comprenant un béton à hautes performances ou à ultra-hautes performances, de sorte que l'une des deux couches d'armature (7, 8) du premier panneau formant mur (1) est intégrée dans la couche de béton (5) à une profondeur d'intégration (E) qui est inférieure au diamètre (D) de cette couche d'armature (7, 8) ;
    - préparer une armature de panneau (6) pour un second panneau formant mur (2), comportant une couche d'armature extérieure (7) et une couche d'armature intérieure (8) qui croise la couche d'armature extérieure (7) de préférence sensiblement orthogonalement,
    la couche d'armature intérieure (8) et la couche d'armature extérieure (7) étant reliées l'une à l'autre au moins à 10 % de leurs points de croisement (K) au moyen d'une liaison (23) ;
    - poser l'armature de panneau (6) pour le second panneau formant mur (2) dans un second coffrage, la couche d'armature extérieure (7) étant orientée vers le bas ;
    - agencer le premier panneau formant mur (1) fini avec les éléments de liaison (4) dirigés en avant dans l'armature de panneau (6) du second panneau formant mur (2), les éléments de liaison (4) déjà ancrés dans le panneau formant mur (1) étant dirigés vers le second coffrage par leurs extrémités libres et/ou par les ancrages d'extrémité (10) agencés à leurs extrémités, de préférence en reposant en affleurement sur le second coffrage ;
    - introduire une couche de béton (5) du second panneau de formant (2) dans le premier coffrage, la couche de béton (5) comprenant de préférence un béton à hautes performances ou à ultra-hautes performances, de sorte que l'une des deux couches d'armature (7, 8) du second panneau formant mur (2) est intégrée à une profondeur d'intégration (E) qui est inférieure au diamètre (D) de cette couche d'armature (7, 8) et qui est de préférence au maximum 0,95 fois le diamètre (D) de l'armature de panneau (6) de cette couche d'armature (7, 8).
EP15756639.9A 2014-09-08 2015-08-28 Coffrage perdu en béton haute performance ou ultra haute performance Not-in-force EP3191657B1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
ATA50617/2014A AT516242A1 (de) 2014-09-08 2014-09-08 Doppelwand aus hochfestem oder ultrahochfestem Stahlbeton
PCT/EP2015/069714 WO2016037864A1 (fr) 2014-09-08 2015-08-28 Double mur en béton armé à haute résistance ou à très haute résistance

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EP3191657B1 true EP3191657B1 (fr) 2018-07-11

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CN107363985A (zh) * 2017-07-03 2017-11-21 广州容联建筑科技有限公司 一种钢筋混凝土墙腔体的施工方法
WO2019090374A1 (fr) 2017-11-07 2019-05-16 Kollegger Gmbh Procédé de fabrication d'une poutre de pont d'un pont en béton précontraint
US11248383B2 (en) 2018-09-21 2022-02-15 Cooper E. Stewart Insulating concrete form apparatus
CN110258908A (zh) * 2019-06-28 2019-09-20 三一筑工科技有限公司 一种预埋套管的预制墙板及其制造方法
AT524664B1 (de) 2021-06-09 2022-08-15 Kollegger Gmbh Verfahren zur Herstellung einer Brücke aus Fertigteilträgern und Fahrbahnplattenelementen

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