EP3728756B1 - Jonction de plancher pour un plancher en béton armé et deux piliers en béton dans un immeuble - Google Patents

Jonction de plancher pour un plancher en béton armé et deux piliers en béton dans un immeuble Download PDF

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Publication number
EP3728756B1
EP3728756B1 EP18826915.3A EP18826915A EP3728756B1 EP 3728756 B1 EP3728756 B1 EP 3728756B1 EP 18826915 A EP18826915 A EP 18826915A EP 3728756 B1 EP3728756 B1 EP 3728756B1
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EP
European Patent Office
Prior art keywords
column
concrete
ceiling
concrete column
cross
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EP18826915.3A
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German (de)
English (en)
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EP3728756A1 (fr
EP3728756C0 (fr
Inventor
Johann Kollegger
Philipp PREINSTORFER
Hannes WOLFGER
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Technische Universitaet Wien
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Technische Universitaet Wien
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Priority claimed from ATA51072/2017A external-priority patent/AT520529B1/de
Priority claimed from ATA50453/2018A external-priority patent/AT520519B1/de
Application filed by Technische Universitaet Wien filed Critical Technische Universitaet Wien
Publication of EP3728756A1 publication Critical patent/EP3728756A1/fr
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Publication of EP3728756B1 publication Critical patent/EP3728756B1/fr
Publication of EP3728756C0 publication Critical patent/EP3728756C0/fr
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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/30—Columns; Pillars; Struts
    • E04C3/34—Columns; Pillars; Struts of concrete other stone-like material, with or without permanent form elements, with or without internal or external reinforcement, e.g. metal coverings
    • 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
    • E04B5/43—Floor structures of extraordinary design; Features relating to the elastic stability; Floor structures specially designed for resting on columns only, e.g. mushroom floors
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/30—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts being composed of two or more materials; Composite steel and concrete constructions

Definitions

  • the invention relates to a column slab node for a reinforced concrete slab and two prefabricated concrete pillars in multi-storey construction, the upper end of the lower concrete pillar and the lower end of the upper concrete pillar being arranged adjacent to the reinforced concrete slab, the column axes of the concrete columns essentially extending along a common straight line.
  • Columns are used in buildings to derive vertical loads.
  • the cross-sections of columns can be reduced by using a high proportion of longitudinal reinforcement (e.g. 20% of the total cross-sectional area), by inserting steel profiles in the so-called composite columns and by using high-strength concrete from C70/85 to C100/115 or even higher strengths. Achieving a larger usable floor area is decisive for the reduction of the column cross-sections.
  • reinforced concrete ceilings are only subjected to high loads in a few areas of their entire surface. For this reason, reinforced concrete flat slabs, for example, are usually made of low-strength concrete, e.g. C30/37. In the highly stressed areas near the columns, a higher proportion of reinforcing steel is laid in the slabs. Tendons in the floor slabs can be used to relieve the highly stressed areas and to improve the deformation behavior.
  • the column-slab node is a weak point in the load-bearing system for the transfer of vertical loads in concrete structures.
  • a steel structure can be formed in the column-slab node.
  • Such a steel construction is sold, for example, under the name "Geilinger Europilz” by Spannverbund Bausysteme GmbH (CH-8180 Bülach).
  • Such a steel construction is suitable for ensuring the load-bearing capacity of the column-ceiling node, but is complex to manufacture and therefore expensive to implement.
  • Another way to improve the behavior of the column-slab node is to weld end plates to the longitudinal reinforcement at the top of the bottom concrete column and at the bottom of the top concrete column. This succeeds in the formation of a pressure-stressed headstock shock, which is in the DE 201 20 678 U1 and by Stefan Mühlbauer and Gerhard Stenzel in the publication " Compact columns made of high-strength concrete", Concrete and Reinforced Concrete Construction 98, Issue 11, 2003, pp. 678 - 686 , is described.
  • a disadvantage of this knot design is the high cost of compensating for construction tolerances.
  • the one in the is also disadvantageous 1 the DE 201 20 678 U1 noticeable loss of cross-sectional area of the lower column in the column-slab node. This reduction in the cross-section of the lower column leads to a loss of load-bearing capacity in the column-slab node.
  • a 30mm thick layer of grout is placed between the top of the lower support and the lower end of the upper support.
  • the cross-sectional area of the columns in the column-slab node is not reduced.
  • the discontinuity of the longitudinal reinforcement of the precast columns in the column-slab node represents a weak point that is disadvantageous for the load-bearing capacity and for the deformations in the service condition.
  • the prefabricated element has according to the JP 8027937 a square floor plan Side dimensions range from three times the column diameter to one quarter the span of the flat slab.
  • the prefabricated element according to the JP 8027937 contains a slab reinforcement that is to be connected to the reinforcement of the in-situ concrete slab using a lap joint or a socket joint. Compared to conventional production, in which the reinforcement of the flat slab is laid through the column-slab node, this results in increased effort in the design and execution of the reinforcement of the flat slab.
  • a further development of a support ceiling node is in the U.S. 1,031,044 , from page 3, line 101 to page 4, line 55 and illustrated in Figures 17-19.
  • a capital 6 is mounted on a prefabricated lower concrete support 7 .
  • Beams 55 are placed on the capital 6 on two opposite sides.
  • Ceiling elements 3 are placed on the beams.
  • the upper concrete column 19 is screwed onto steel elements 52 which are bolted to the lower concrete column 7 and protrude from the column ceiling node.
  • the cavities 59 and 61 between the beams 55 and the ceiling elements 3 are then filled with concrete.
  • a concrete cylinder is made under the upper concrete column 19, the cross-sectional area of which is larger than the cross-sectional area of the upper concrete column.
  • FIG. 1 Another example of a concrete column with enlarged cross-sectional dimensions and a device for the production of columns with capital training is in the DE 200 12636 U1 shown.
  • the top and bottom of the concrete column are formed by prefabricated elements having a central cavity.
  • the lower prefabricated element is placed first and formwork for the central part of the concrete column is mounted on it.
  • the upper prefabricated element is then fastened to the column formwork.
  • the longitudinal reinforcement of the concrete column is placed in the cavities of the prefabricated elements and in the formwork.
  • the cavities in the prefabricated elements and the central area of the concrete column are concreted.
  • the formation of a ceiling construction over the upper end of the column is not shown, nor is a column on a floor above.
  • the object of the present invention to provide a column-ceiling node that addresses the above disadvantages and can be used in contemporary multi-storey construction.
  • the support-ceiling node should have sufficient load-bearing capacity to transmit the normal force of the upper support and be simpler and cheaper to produce than the known designs made of steel.
  • the column-ceiling node should allow the normal force of the upper column to be transmitted without loss of load-bearing capacity and with low deformations in the state of use.
  • the subject matter of claim 1 is characterized in that it provides a column-slab node for a reinforced concrete slab and two prefabricated concrete columns in multi-storey construction, wherein the cross-section in the area of the upper end of the lower concrete column is larger than a cross-section of the middle half of the longitudinal extension of the lower concrete column, and wherein the cross-section in the area of the lower end of the upper concrete column is larger than a cross-section of the middle half of the longitudinal extension of the upper concrete column.
  • the invention advantageously makes it possible to use the usual and proven design of the ceiling reinforcement in the column ceiling node, which takes place by means of a smooth passage of the reinforcement and the tendons through the column ceiling node, and at the same time to increase the load-bearing capacity of the column ceiling node to absorb the normal force of the upper concrete column compared to the known in-situ concrete designs.
  • the basic idea of the invention consists in enlarging the cross-sectional areas of the lower and upper supports in areas adjoining the reinforced concrete ceiling. If the enlarged cross-sectional areas are only arranged in the ceiling or floor structure, i.e. are outside the clear room height, an overall reduction in the column area in the rooms of a multi-storey building is possible.
  • the concrete columns and the intermediate reinforced concrete slab which is designed as a flat slab and has sufficient load-bearing capacity to transmit the normal force of the upper concrete pillar, are simpler and cheaper to produce compared to the known designs, especially in the case of reinforced concrete pillars.
  • the arrangement of the slab reinforcement in the column-slab node enables an economical constructive design of the slab reinforcement in the column-slab node.
  • the upper end of the lower concrete column is arranged on the underside and the lower end of the upper concrete column is arranged on the upper side of the reinforced concrete floor.
  • the upper end of the lower concrete column and the lower end of the upper concrete column touch. As a result, a joint formation is possible.
  • a layer of grout arranged In this way, among other things, construction tolerances can be compensated for with justifiable effort.
  • At least one concrete column has a substantially constant cross-section along the middle half. Among other things, this offers advantages in production.
  • the upper quarter of the longitudinal extension of the lower concrete column has its largest cross-sectional area in the region of the upper end of the lower concrete column adjoining the reinforced concrete ceiling. This can be advantageous, for example, if the lower concrete column has to absorb an additional load in addition to the normal force of the upper concrete column, for example due to additional ribs in the reinforced concrete slab. For similar considerations, it is also preferred if the lower quarter of the longitudinal extent of the upper concrete support has its largest cross-sectional area in the region of the lower end of the upper concrete support adjacent to the reinforced concrete ceiling.
  • At least one concrete support is made of high-strength or ultra-high-strength concrete.
  • At least one concrete column has a longitudinal reinforcement that protrudes from the upper end of the lower concrete column into the reinforced concrete ceiling. In this way, the construction can be strengthened in the area of the column-ceiling node without having to increase the column area.
  • the longitudinal reinforcement is expediently made of fiber composite materials. This allows the concrete column to be further strengthened without having to increase the column area.
  • At least one concrete column has a cavity arranged along its length, the cavity preferably having a cylindrical cross section and particularly preferably being axially symmetrical with respect to the column axis.
  • the concrete support can be cast later, for example.
  • a steel plate is arranged at the upper end of the lower concrete pillar and/or at the lower end of the upper concrete pillar, preferably perpendicular to the pillar axis.
  • a confinement reinforcement is arranged in the upper quarter and/or in the lower quarter of the longitudinal extent of at least one concrete support, preferably in the area(s) with enlarged cross sections. In this way, the construction can be reinforced in the area of the column-ceiling node without having to increase the column area.
  • a ring-shaped reinforcement and/or an orthogonal reinforcement is arranged in the reinforced concrete ceiling between the upper reinforcement layers and the lower reinforcement layers. In this way, the construction can be strengthened in the area of the column-ceiling node without having to increase the column area.
  • at least one body made of high-strength and/or ultra-high-strength concrete is arranged in an area of the reinforced concrete ceiling that is arranged between the upper end of the lower concrete column and the lower end of the upper concrete column. In this way, the construction can be strengthened in the area of the column-ceiling node without having to increase the column area.
  • a double floor is arranged on the reinforced concrete ceiling, with all areas of enlarged cross-sections at the lower end of an upper concrete support being within the height of the double floor. In this way it is possible to recover the slightly increased support surface in the lower area and increase the total floor area, while allowing the area under the raised floor to accommodate all possible installations.
  • the cross-sectional area in the area of the upper end of the lower concrete support is expediently greater than or equal to the cross-sectional area in the area of the lower end of the upper concrete support.
  • the ratio of the largest cross-sectional area in the upper quarter of the lower concrete column or in the lower quarter of the upper concrete column to the cross-sectional area in the middle half of the longitudinal extension of the concrete column is between 1.1 and 25, preferably between 2 and 4. In this way, the compromise between reducing the support area and the necessary load-bearing capacity of the structure can be optimized.
  • cross-section means “cross-sectional area” in a broader sense.
  • Figure 12 shows an example of a column-slab node 1 according to the invention, where a reinforced concrete slab 11 is arranged between two prefabricated concrete columns 2, a lower concrete column 3 and an upper concrete column 4.
  • the concrete columns 2 have a longitudinal extent which can be divided into a central half 6, an upper quarter 9 and a lower quarter 10.
  • the support axes 5 of the concrete supports 2 extend essentially along a common straight line.
  • the cross section in the area of the upper end 7 of the lower concrete column, which is arranged on an underside 14 of the reinforced concrete floor 11, is 3 larger than a cross section of the middle half 6 of the longitudinal extension of the lower concrete column 3.
  • the cross section in the area of the lower end 8 of the upper concrete column 4, which is arranged on an upper side 15 of the reinforced concrete floor 11, is larger than a cross section of the middle half 6 of the longitudinal extension of the upper concrete column 4.
  • the diameter of the concrete columns 2 with an exemplary circular cross-section increases from essentially 0.5 m ("meter") to essentially 1.0 m in the areas adjacent to the reinforced concrete ceiling 11, and is essentially 1.0 m in the area of an upper end 7 of the lower concrete column 3 and in the area of a lower end 8 of the upper concrete column 4. Because the area of a circular concrete column 2 increases with the square of the diameter, stands for the transmission of the normal force of the upper concrete support 4 into the lower concrete support 3 four times the area in the ceiling area is available. For example, if the concrete supports 2 have a concrete strength of 160 N/mm 2 , a strength of 40 N/mm 2 is sufficient for the reinforced concrete ceiling 11 in this example. In this simplified calculation example, the influence of a longitudinal reinforcement 17 contained in a concrete column 2 was not taken into account.
  • the lower end 8 of the upper concrete column 4 disappears according to 1 in a double floor 22. This allows the entire floor area or the entire space above to be used. The increased cross-sectional area of the upper concrete support 4 is therefore irrelevant for determining the rentable floor area.
  • a longitudinal reinforcement 17 of the lower concrete support 3 protrudes into the reinforced concrete ceiling 11 , which is designed as a flat ceiling 12 .
  • a part of the longitudinal reinforcement 17 is designed with deflections in the area in which the cross section of the lower concrete support 3 is enlarged.
  • Constriction reinforcement 18 can be arranged, as shown by way of example, in order to absorb the deflection forces that arise when the longitudinal reinforcement 17 is subjected to compressive stress.
  • the upper end 7 of the lower concrete pillar 3 may have a surface with indentations 23 to better accommodate the compressive force of the upper concrete pillar 4 passed through the reinforced concrete slab 11.
  • the lower end of the upper concrete column 8 can optionally have a steel plate 20 .
  • the longitudinal reinforcement 17 of the upper concrete column 4 can be welded to the steel plate 20 .
  • a layer 24 of grouting mortar can be arranged under the steel plate 20 to compensate for construction tolerances.
  • the reinforced concrete ceiling 11 has four horizontally arranged reinforcement layers 16 .
  • Two reinforcement layers 16 are arranged near the underside 14 of the reinforced concrete floor 11 and two reinforcement layers 16 are arranged near the upper side 15 of the reinforced concrete floor 11 .
  • annular reinforcement 19 which absorbs tensile forces that arise in the reinforced concrete slab 11 because of the enlargement of the cross-sectional areas of the lower concrete column 3 and the upper concrete column 4, can also be arranged.
  • the arrangement of two columns-ceiling nodes 1 arranged one above the other is shown in FIG 3 shown.
  • the concrete columns 2 arranged between the two reinforced concrete ceilings 11 have cross sections in the upper quarter 9 of the lower concrete column 3 and in the lower quarter 10 of the upper concrete column 4 which are larger than the cross section in the middle half 6 of the longitudinal extent of the concrete column 2.
  • Raised floors 22 are arranged on the reinforced concrete ceilings 11.
  • the areas of the concrete supports 2 with the enlarged cross-sectional areas, which are arranged on the tops 15 of the reinforced concrete ceilings 11, are below or within the heights of the double floors 22.
  • the support axes 5 of the three in 3 Concrete columns 2 shown lie essentially on a vertically arranged straight line.
  • FIG 4 A sectional view of a second exemplary embodiment of a support-ceiling node 1 according to the invention is shown in FIG 4 shown.
  • the lower concrete column 3 and the upper concrete column 4 are made of ultra high strength concrete and have no reinforcement. Alternatively, they can have reinforcement. For the sake of clarity, the reinforcement of the reinforced concrete ceiling 11 is not shown in this exemplary embodiment.
  • the reinforced concrete ceiling 11 is designed as a ribbed ceiling 13 in this example.
  • the width of a rib 25 of the reinforced concrete slab 11 is greater than the cross-sectional dimensions at the upper end 7 of the lower concrete pillar 3 and at the lower end 8 of the upper concrete pillar 4.
  • bodies 21 made of high-strength and/or ultra-high-strength concrete can also be arranged, which are advantageous for the transmission of the normal force of the upper concrete pillar 4 through the reinforced concrete slab 11 into the lower concrete pillar 3, as in 4 shown as an example.
  • a recess 33 is made on the upper side 15 of the reinforced concrete ceiling 11 in the area of the lower end 8 of the upper concrete support 4 .
  • the recess is filled with a layer 24 of a high-strength grout.
  • the 4 shows that the bodies 21 protrude into the layer 24 of grout. This is particularly favorable for achieving a high load-bearing capacity in the column-ceiling node 1, because the strength of the layer 24 of grouting mortar is higher than the strength of the concrete of the reinforced concrete slab 11. Accordingly, a longitudinal reinforcement 17 could protrude from the lower concrete column 3 into the layer 24 of high-strength grouting mortar.
  • the lower concrete support 3 and the upper concrete support 4 have a square cross-section.
  • the cross section in the area of the upper end 7 of the lower concrete column 3 is larger than the cross section in the area of the lower end 8 of the upper one Concrete column 4 because the lower concrete column 3 has to absorb the load introduced by the ribs 25 of the reinforced concrete ceiling 11 in addition to the normal force of the upper concrete column 4 .
  • the lower concrete support 3 is designed in this exemplary embodiment in such a way that the largest cross-sectional dimension is not in the area of the upper end 7 of the lower concrete support 3, but a cross-section in the upper quarter 9, but outside the area of the upper end 7 of the lower concrete support 3, is larger than the cross-section in the area of the upper end 7 of the lower concrete support 3.
  • a cross section in the lower quarter 10, but outside the area of the lower end 8, of the upper concrete support 4 can be larger than the cross section in the area of the lower end 8 of the upper concrete support 4.
  • the upper concrete support 4 has the largest cross-sectional dimension in the area of the lower end 8 of the upper concrete support 4 .
  • the cross-sectional dimension in the area of the lower end 8 of the upper concrete support 4 is constant over a certain height.
  • FIG figure 5 A sectional view of a third exemplary embodiment of a support-ceiling node 1 according to the invention is shown in FIG figure 5 shown.
  • the lower concrete support 3 and the upper concrete support 4 have circular cross-sections in the central half 6 of their longitudinal extent.
  • the lower concrete support 3 has a truncated widening 27 in the upper quarter 9 .
  • the upper concrete support 4 has a truncated widening 27 in the lower quarter 10 .
  • a steel plate 20 is fastened to the lower end 8 of the upper concrete column 4 and is arranged essentially normal to the axis 5 of the column.
  • the longitudinal reinforcement 17 of the upper concrete column 4 is welded to the steel plate 20.
  • the longitudinal reinforcement 17 of the lower concrete column 3 protrudes into the layer 24 of grout.
  • the loss of load-bearing capacity in the column-slab node 1, which occurs because of the non-continuous longitudinal reinforcement 17, is compensated by increasing the cross-sectional areas of the lower concrete column 3 and the upper concrete column 4.
  • the figure 5 shows that the reinforced concrete ceiling 11 is laterally adjacent to the lower concrete support 3 in this exemplary embodiment. It can be advantageous to form the lateral surface 26 of the cylindrical section, which adjoins the upper end 7 of the lower concrete support 3, with a toothing 23 in order to better connect the reinforced concrete ceiling 11 to allow the lower concrete support 3.
  • FIG 6 A sectional view of a fourth exemplary embodiment of a support-ceiling node 1 according to the invention is shown in FIG 6 shown.
  • the lower concrete support 3 and the upper concrete support 4 have circular cross-sections in the central half 6 of their longitudinal extent.
  • the lower concrete support 3 has a truncated widening 27 in the upper quarter 9 .
  • the upper concrete support 4 has a truncated widening 27 in the lower quarter 10 .
  • the upper concrete column 4 has a circular cross-section with a constant diameter.
  • the upper end 7 of the lower concrete support 3 and the lower end 8 of the upper concrete support 4 touch.
  • Milling of the top 7 and bottom 8 surfaces of the concrete columns 2 may be required to allow direct force transmission via contact stresses in the plane of contact.
  • a loss of load-bearing capacity which may occur due to manufacturing tolerances in the surfaces of the upper end 7 and lower end 8 of the concrete columns 2, is compensated for by increasing the cross-sectional area of the lower concrete column 3 and the upper concrete column 4 in the column-slab node 1.
  • the 6 shows that the reinforced concrete ceiling 11 is laterally adjacent to the upper concrete support 4 in this embodiment. It can be advantageous to form the lateral surface 26 of the cylindrical section, which adjoins the lower end 8 of the upper concrete support 4, with a toothing 23 in order to enable a better connection of the reinforced concrete ceiling 11 to the upper concrete support 4.
  • FIG 7 A sectional view of a fifth exemplary embodiment of a support-ceiling node 1 according to the invention is shown in FIG 7 shown.
  • the lower concrete support 3 and the upper concrete support 4 have circular cross-sections in the central half 6 of their longitudinal extent.
  • the lower concrete support 3 has a truncated widening 27 in the upper quarter 9 .
  • the lower concrete column 3 has a circular cross-section with a constant diameter, which is smaller than the largest diameter of the frusto-conical enlargement 27.
  • steel plates 20 are attached respectively.
  • the transmission of the normal force of the upper concrete column 4 in the column ceiling node 1 takes place via contact stresses between the steel plates 20.
  • FIG 8 A sectional view of a sixth exemplary embodiment of a support-ceiling node 1 according to the invention is shown in FIG 8 shown.
  • the lower concrete support 3 and the upper concrete support 4 have circular cross-sections in the central half 6 of their longitudinal extent.
  • the lower concrete support 3 has a truncated widening 27 in the upper quarter 9 .
  • the upper concrete support 4 has a truncated widening 27 in the lower quarter 10 .
  • the reinforced concrete ceiling 11 is connected to the truncated cone-shaped widening 27 of the upper concrete column 4 .
  • FIG 9 A sectional view of the seventh exemplary embodiment of a support-ceiling node 1 according to the invention is shown in FIG 9 shown.
  • This exemplary embodiment shows that it is possible to form prefabricated concrete columns 2 with column ceiling nodes 1 according to the invention, which have a length which corresponds to twice the storey height.
  • the assembly of prefabricated concrete supports 2 with a length that corresponds to twice the floor height leads to an acceleration of the construction process, because the time-consuming erection and adjustment of the concrete supports 2 only has to be done on every second floor.
  • the 9 shows that it is possible to connect diagonal bars 28 to the column slab nodes 1 according to the invention.
  • the connection of a compressively stressed diagonal bar 28 can according to 9 with steel plates 20 at the ends of the diagonal bar 28 and/or with layers 24 of grouting mortar introduced on site.
  • the arrangement and prestressing of a tendon 29 enables the absorption of tensile forces in a diagonal bar 28.
  • a lower anchorage 30 of the tendon 29 arranged in the diagonal bars 28 is in FIG 9 shown.
  • the Indian 10 The section shown through an exemplary diagonal bar 28 shows that the tendon 29 is arranged within a cladding tube 31 and that the volume between the tendon 29 and the cladding tube 31 is filled with grout 32 .
  • the detail A of 9 is in the 11 shown in one view.
  • the concrete supports 2 have rectangular cross sections.
  • a side dimension of the lower concrete pillar 3 is increased.
  • the area of the lower concrete column 3 located within the height of the reinforced concrete floor 11 has a constant cross-section which is larger than the cross-section in the middle half 6 of the longitudinal extent of the lower concrete column 3.
  • the upper concrete column 4 has a cross-sectional area adjacent to its lower end 8 which is larger than the Cross-section in the middle half 6 of its length.
  • the upper concrete column 4 is equipped with a steel plate 20 at its lower end 8 . Between the upper end 7 of the lower concrete column 3 and the lower end 8 of the upper concrete column 4 there is a layer 24 of grout.
  • the reinforced concrete ceiling 11 is connected laterally to the column ceiling node 1 because in this example the concrete columns 2 are arranged in the facade of a high-rise building.
  • a toothing 23 is present.
  • the 12 shows one of 11 Corresponding detail for a column-slab node 1 arranged in a corner of the high-rise building.
  • concrete columns 2 with a circular or square cross-section have been described.
  • concrete columns can have any cross-sectional shape, for example a polygonal or elliptical shape.
  • the present invention includes all common types of concrete known to those skilled in the art, as well as other common castable building materials, such as ice or castable synthetic resin.

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Claims (18)

  1. Jonction de plancher (1) pour un plancher en béton armé (11) et deux piliers en béton préfabriqués (2, 3, 4) dans un immeuble, l'extrémité supérieure (7) du pilier en béton inférieur (3) et/ou l'extrémité inférieure (8) du pilier en béton supérieur (4) étant disposées de façon contiguë au plancher en béton armé (11) et les axes de pilier (5) des piliers en béton (3, 4) s'étendant sensiblement le long d'une droite commune, caractérisée en ce que
    - la section transversale dans la zone de l'extrémité supérieure (7) du pilier en béton inférieur (3) est plus grande qu'une section transversale de la moitié médiane (6) de l'extension longitudinale du pilier en béton inférieur (3) et que
    - la section transversale dans la zone de l'extrémité inférieure (8) du pilier en béton supérieur (4) est plus grande qu'une section transversale de la moitié médiane (6) de l'extension longitudinale du pilier en béton supérieur (4).
  2. Jonction de plancher (1) selon la revendication 1, caractérisée en ce que l'extrémité supérieure (7) du pilier en béton inférieur (3) est disposée contre la face inférieure (14) et l'extrémité inférieure (8) du pilier en béton supérieur (4) contre la face supérieure (15) du plancher en béton armé (11).
  3. Jonction de plancher (1) selon la revendication 1, caractérisée en ce que l'extrémité supérieure (7) du pilier en béton inférieur (3) et l'extrémité inférieure (8) du pilier en béton supérieur (4) se touchent.
  4. Jonction de plancher (1) selon une des revendications 1 à 3, caractérisée en ce que sous l'extrémité supérieure (8) du pilier en béton supérieur (4) est disposée une couche (24) de coulis de mortier.
  5. Jonction de plancher (1) selon une des revendications 1 à 4, dans laquelle au moins un pilier en béton (3, 4) présente une section transversale sensiblement constante le long de la moitié médiane (6).
  6. Jonction de plancher (1) selon une des revendications 1 à 5, dans laquelle le quart supérieur (9) de l'extension longitudinale du pilier en béton inférieur (3) présente sa plus grande surface transversale dans la zone de l'extrémité supérieure (7) du pilier en béton inférieur (3) contiguë au plancher en béton armé.
  7. Jonction de plancher (1) selon une des revendications 1 à 6, dans laquelle le quart inférieur (10) de l'extension longitudinale du pilier en béton supérieur (4) présente sa plus grande surface transversale dans la zone de l'extrémité inférieure (8) du pilier en béton supérieur (4) contiguë au plancher en béton armé.
  8. Jonction de plancher (1) selon une des revendications 1 à 7, dans laquelle au moins un pilier en béton (2, 3, 4) est fabriqué dans un béton ultra résistant.
  9. Jonction de plancher (1) selon une des revendications 1 ou 2 et 5 à 8, dans laquelle le pilier en béton inférieur (3) comporte une armature longitudinale (17) qui pénètre de l'extrémité supérieure (7) du pilier en béton inférieur (3) dans le plancher en béton armé (11).
  10. Jonction de plancher (1) selon une des revendications 1 à 9, dans laquelle l'armature longitudinale (17) est constituée de matériaux composites fibreux.
  11. Jonction de plancher (1) selon une des revendications 1 à 10, dans laquelle au moins un pilier en béton (2, 3, 4) comporte une cavité disposée le long de son extension longitudinale, laquelle cavité présente de préférence une section transversale cylindrique et est de façon particulièrement préférée axisymétrique par rapport à l'axe des piliers (5).
  12. Jonction de plancher (1) selon une des revendications 1 à 11, dans laquelle à l'extrémité supérieure (7) du pilier en béton inférieur (3) et/ou à l'extrémité inférieure (8) du pilier en béton supérieur (4) est disposée une plaque en acier (20), de préférence perpendiculairement à l'axe des piliers (5).
  13. Jonction de plancher (1) selon une des revendications 1 à 12, dans laquelle, dans le quart supérieur (9) et/ou dans le quart inférieur (10) de l'extension longitudinale d'au moins un pilier en béton (2, 3, 4), de préférence dans la/les zone(s) de section transversale accrue, est disposée une armature de cerclage (18).
  14. Jonction de plancher (1) selon une des revendications 1 à 13, dans laquelle, dans le plancher en béton armé (11) entre des couches d'armature supérieures (16) et des couches d'armature inférieures (16), sont disposées une armature circulaire (19) et/ou une armature orthogonale.
  15. Jonction de plancher (1) selon une des revendications 1 ou 2 et 5 à 14, dans laquelle, dans une zone du plancher en béton armé (11) qui est située entre l'extrémité supérieure (7) du pilier en béton inférieur (3) et l'extrémité inférieure (8) du pilier en béton supérieur (4), est disposé au moins un corps (21) en béton résistant et/ou ultra résistant.
  16. Jonction de plancher (1) selon une des revendications 1 à 15, dans laquelle un double fond (22) est disposé sur le plancher en béton armé (11), toutes les zones de surface transversale accrue à l'extrémité inférieure (8) du pilier en béton supérieur (4) se trouvant à l'intérieur de la hauteur du double fond (22).
  17. Jonction de plancher (1) selon une des revendications 1 à 16, dans laquelle la surface transversale dans la zone de l'extrémité supérieure (7) du pilier en béton inférieur (3) est égale ou supérieure à la surface transversale dans la zone de l'extrémité inférieure (8) du pilier en béton supérieur (4).
  18. Jonction de plancher (1) selon une des revendications 1 à 17, dans laquelle le rapport de la plus grande surface transversale dans le quart supérieur (9) du pilier en béton inférieur (3) ou dans le quart inférieur (10) du pilier en béton supérieur (4) à la surface transversale dans la moitié médiane (6) de l'extension longitudinale des piliers en béton (3, 4) se situe entre 1,1 et 25, de préférence entre 2 et 4.
EP18826915.3A 2017-12-22 2018-12-11 Jonction de plancher pour un plancher en béton armé et deux piliers en béton dans un immeuble Active EP3728756B1 (fr)

Applications Claiming Priority (3)

Application Number Priority Date Filing Date Title
ATA51072/2017A AT520529B1 (de) 2017-12-22 2017-12-22 Stützen-Deckenknoten für eine Stahlbetondecke und zwei Betonstützen im Geschossbau
ATA50453/2018A AT520519B1 (de) 2018-06-06 2018-06-06 Stützen-Deckenknoten für eine Stahlbetondecke und zwei Betonstützen im Geschossbau
PCT/AT2018/060293 WO2019118998A1 (fr) 2017-12-22 2018-12-11 Jonction de plancher pour un plancher en béton armé et deux piliers en béton dans un immeuble

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EP3728756A1 EP3728756A1 (fr) 2020-10-28
EP3728756B1 true EP3728756B1 (fr) 2023-07-26
EP3728756C0 EP3728756C0 (fr) 2023-07-26

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Family Cites Families (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE173035C (de) * 1905-03-11 1906-07-05 Verfahren zur herstellung von eisenbetonbaukorpern
US1031044A (en) * 1910-04-14 1912-07-02 Unit Construction Co Concrete construction.
DE20012636U1 (de) * 2000-07-19 2001-02-15 Heymann Susanne Vorrichtung zur Herstellung von Betonstützen mit Kapitellausbildung

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WO2019118998A1 (fr) 2019-06-27
EP3728756C0 (fr) 2023-07-26

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