EP2076637B1 - Raidissement de dalles de plancher intermédiaire porteuses dans des bâtiments - Google Patents

Raidissement de dalles de plancher intermédiaire porteuses dans des bâtiments Download PDF

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Publication number
EP2076637B1
EP2076637B1 EP07730548.0A EP07730548A EP2076637B1 EP 2076637 B1 EP2076637 B1 EP 2076637B1 EP 07730548 A EP07730548 A EP 07730548A EP 2076637 B1 EP2076637 B1 EP 2076637B1
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EP
European Patent Office
Prior art keywords
beams
transversal
longitudinal
intermediate floor
steel
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Not-in-force
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EP07730548.0A
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German (de)
English (en)
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EP2076637A1 (fr
Inventor
Jouko Kansa
Jan JENSÉN
Markku Heinisuo
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Rautaruukki Oyj
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Rautaruukki Oyj
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Publication of EP2076637A1 publication Critical patent/EP2076637A1/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
    • 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
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • 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
    • E04B5/043—Load-carrying floor structures formed substantially of prefabricated units with beams or slabs of concrete or other stone-like material, e.g. asbestos cement having elongated hollow cores
    • 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
    • E04B5/10—Load-carrying floor structures formed substantially of prefabricated units with metal beams or girders, e.g. with steel lattice girders
    • 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
    • E04B2005/322—Floor structures wholly cast in situ with or without form units or reinforcements with permanent forms for the floor edges
    • 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
    • E04B2005/324—Floor structures wholly cast in situ with or without form units or reinforcements with peripheral anchors or supports

Definitions

  • the invention relates to a stiffening structure of load-bearing intermediate floor slabs in buildings comprising a framework in which there are: load-bearing columns at least in predefined corners of the building; in the region defined by said columns, a reinforced-concrete floor slab comprising two longitudinal sides and two transversal sides and corners, and consisting of one or more elements; on the longitudinal sides of said intermediate floor slab, longitudinal steel edge beams, or a combination of longitudinal steel edge beams and longitudinal concrete-steel-sheet composite beams, or longitudinal concrete-steel-sheet composite beams, whereby the intermediate floor slab is in contact against said longitudinal edge beams or longitudinal composite beams; and on the transversal sides of said intermediate floor slab, load-bearing transversal steel edge beams or a combination of load-bearing transversal steel edge beams and transversal concrete-steel-sheet composite beams, whereby the intermediate floor slab rests on said load-bearing transversal edge beams.
  • the invention also relates to a method of stiffening the load-bearing intermediate floor slabs in buildings, wherein during the on-site erection of the framework that is separate from the building's sheeting: load-bearing columns are erected on at least the predefined corners of the building; and the load-bearing steel edge beams and further the reinforced-concrete intermediate floor slab as well as the steel trough-section beams are installed on said columns.
  • the sets of load-bearing intermediate floor slabs are stiffened into stiff plates by using hooped reinforcement, which extends around the entire intermediate floor and consists of a conventional ribbed bar that is located inside a horizontal and annular concrete beam that is cast on site, whereby any horizontal forces that occur in the slabs, such as the wind loads exerted on the building, are capable of transferring to the vertical structures that stiffen the building.
  • hooped reinforcement which extends around the entire intermediate floor and consists of a conventional ribbed bar that is located inside a horizontal and annular concrete beam that is cast on site, whereby any horizontal forces that occur in the slabs, such as the wind loads exerted on the building, are capable of transferring to the vertical structures that stiffen the building.
  • the horizontal slabs themselves constitute the plate stiffener.
  • the vertical structures instead, can be mast-braced, plate-braced, truss-braced or tube-braced.
  • the well-known solution mentioned above is functional as such but it requires several demanding discrete working phases to be performed on site, all of them thus requiring different kind of competences. On site, delays in schedules and extra incurrence of costs are thus common.
  • Publication US-2005/0066612 describes a building frame that is based on vertical tubular steel columns and horizontal steel beams, wherein the columns and the horizontal beams are joined together by joining pieces that extend around each column.
  • the purpose is to provide a frame, which is easy and quick to erect and which would also become stiff when joining the columns and beams to one another, i.e., the purpose is to provide joints, which would fully bear the moment loads in the joints of the vertical columns and the horizontal beams.
  • the publication suggests that collar structures be arranged on the nodes of the vertical columns and the horizontal beams, which effectively surround all the exterior faces and longitudinal axes of the vertical columns, whereby transferring the moment loads through compression from the beams to the columns brings along opposite compression forces that deflect in the vertical direction, again producing corresponding moments on the columns.
  • the collar structures of the publication comprise an inner collar, which is anchored, for example, by welding to the outer surfaces of the vertical columns, and an outer collar, which is anchored, for example, by welding to the ends of the horizontal beams.
  • the inner collars and the outer collars are interlocked by means of tension bolts in order for them not to disengage from one another and to also provide the outer collars with structural parts that carry tensile stresses.
  • the publication also uses dovetail joints.
  • the publication tries to distribute the forces between the horizontal beams and the vertical columns on each node, i.e., on the intersections of numerous columns and numerous horizontal beams.
  • such a solution may be quite functional and quick to construct, but it incurs high production costs, as it requires components that are machined to a high accuracy.
  • the fire safety should be arranged with separate structural parts, which the publication fails to deal with.
  • the objective of the invention is to provide a structure, wherein the intermediate floor slabs can be effectively stiffened to endure any essentially horizontal forces acting on the building, such as wind loads, among others, which, generally, induce compression stresses and tensile stresses on the intermediate floor slabs, as distributed in various ways.
  • the invention deals with the stiffening of the intermediate floor slabs against horizontal compression stresses and tensile stresses, i.e., typically, against bending of the intermediate floor slab in horizontal directions, in fact, in this connection, we deal with at least two-storey buildings, in which the different storeys can, of course, be of any type.
  • this invention by no means relates to the stiffening or the reinforcement of the intermediate floor slab against vertical stresses, for example, i.e., typically, against vertical bending.
  • Another object of the invention is to provide such stiffening of the intermediate floor slabs, which could be implemented on site, in particular, with as few as possible working phases and low costs.
  • the stiffening structure relates to the stiffening of the load-bearing intermediate floor slabs in buildings 100, which comprise a framework.
  • the framework in question is separate from at least the external sheeting and, generally, also from the internal structures, i.e., the framework is covered on the outside with separate sheeting units or other sheeting structures and, on the inside, the interior design is arranged in a pre-designed manner.
  • the framework is stiffened by any suitable means but, as the invention does not relate to vertical stiffening, it is not dealt with in detail herein.
  • the framework includes load-bearing, prefabricated columns 10 in at least predefined corners of the building.
  • the prefabricated columns 10 can be steel columns comprising angular fastening members 18 of the edge beams and/or trough-section beams or, alternatively, reinforced-concrete columns that have fastening brackets 19 of the edge beams and/or the trough-section beams.
  • the framework comprises a reinforced-concrete intermediate floor slab 9 consisting of one or more elements, in the area defined by the said columns, the intermediate floor slab comprising two longitudinal sides Sa and two transversal sides Sb and first angles K1 between them.
  • the reinforced-concrete intermediate floor slab can be of any type but, typically and preferably, it consists of cavity slabs, of which there can be several in a parallel relationship to form one intermediate floor slab 9 as intended herein, i.e., the longitudinal sides Sa of the cavity slabs, which are parallel with the cavities and the concrete reinforcing bars, such as pre-stressed concrete wire ropes, joined to one another.
  • the angle K1 between the longitudinal sides and the transversal sides does not need to be 90°, i.e., a right angle but it can be different, even though the right angle is the most common.
  • the directions of the longitudinal sides can also differ from the parallel.
  • the reinforced-concrete intermediate floor slabs 9 are normally supported at their transversal sides Sb, i.e., at the sides that form the first angle K1 with respect to the longitudinal side(s) Sa of the intermediate floor slab 9.
  • the transversal sides Sb of the intermediate floor slab 9 comprise load-bearing transversal steel edge beams 1b, or a combination of load-bearing transversal steel edge beams 1b and transversal concrete-steel-sheet composite beams 3b.
  • the intermediate floor slab preferably the transversal sides Sb of the intermediate floor slab, rest on the said load-bearing transversal edge beams 1b
  • the longitudinal sides Sa of the intermediate floor slab 9 again, comprise longitudinal steel edge beams 1a, or a combination of longitudinal steel edge beams 1a and longitudinal concrete-steel-sheet composite beams 3a, or longitudinal concrete-steel-sheet composite beams 3a.
  • the intermediate floor slab is generally in contact against the longitudinal edge beams and/or the longitudinal composite beams, but no appreciable vertical loads are transferred to the columns through there, but the vertical loads mainly transfer to the columns 10 through the transversal edge beams 1b.
  • the stiffening structure of the intermediate floor slabs against horizontal forces, such as horizontal bending and the like, in the area of the said columns 10, comprises tensile stress transmission members 30 that have an ef fective L- or ⁇ -shape.
  • the effective shape herein refers to the area of the tensile stress transmission member 30, which receives, or through which the divergent drag forces F, which are exerted on it and caused by a horizontal bending, for example, are received.
  • the visible shape of the tensile stress transmission member can be, and usually is, approximately the L- or ⁇ -shape, but it can also be a rectangle, square, diamond, circle, ellipse, or the like.
  • the latter shapes comprise areas that do not essentially participate in carrying the tensile stresses F, but also in them, the effective load-bearing area is almost of the L- or ⁇ -shape. All the said shapes comprise a first stress-transmitting branch 31 and a second stress-transmitting branch 32, and between these two branches, a second angle K2.
  • the L-shape has branches that are clearly visible, but also in the ⁇ -shape, i.e., the triangular shape, the areas adjacent to the two sides work exactly as the visible branches, in other words, the areas in the direction of the sides, between which the second angle K2 exists, can be called branches 31, 32. The same is true for all the other shapes of the planar piece.
  • the tensile stress transmission members 30 can be slab-like, i.e., planar or plate-like, as in the embodiments of Figs. 4 , 6A , 6B and 8 , or the tensile stress transmission members 30 can comprise side bends 33, especially on the edges that are in the direction of the branches 31, 32, as shown in Fig. 10 , the shape being also included in the said L-shape or ⁇ -shape.
  • the second angle K2 between the branches 31 and 32 of the tensile stress transmission member 30 is arranged so as to be as large as the first angle K1 between the longitudinal side Sa and the transversal side Sb of the intermediate floor slab 9.
  • both angles K1, K2 are mostly 90°, but they can be smaller or larger.
  • the first branch 31 of the tensile stress transmission member 30 is arranged in the direction of the longitudinal side Sa of the intermediate floor slab and fastened to the said longitudinal edge beam 1a and/or the said longitudinal composite beam 5a
  • the said second branch 32 is arranged in the direction of the transversal side Sb of the intermediate floor slab and fastened to the said transversal edge beam 1b and/or to the said transversal composite beam 5b.
  • the said L- or ⁇ -shaped tensile stress transmission members 30 can have a cross-sectional shape of flat steel, as in Figs. 4 , 6A , 6B and 8 , or that of angle steel, as in Fig. 10 .
  • the flat or angle bars form the above-mentioned first angle K1 already on their flat planes or on the plane of one angle flange.
  • the branches 31, 32 of the said L- or ⁇ -shaped tensile stress transmission members are either fastened to the trough-section beams 2a, 2b, i.e., the composite beams 3a, 3b or directly to the edge beams 1a, 1b.
  • supporting pieces 14 are generally welded to them - typically, to the side web 23 of the trough-section beams - the tensile stress transmission members 30 being fastened to the supporting pieces, even though the tensile stress transmission member according to Fig. 10 can be fastened directly to the trough-section beam at the side bend 33 thereof.
  • the tensile stress transmission members 30 are either fastened to the lower flanges 12 or the upper flanges 11 of the edge beams, at the flat plane of the transmission member, whereby the possible side bend 33 works as an additional stiffener or reinforcement.
  • the attachment of the branches 31, 32 of the tensile stress transmission members to the edge beams or the trough-section beams of the composite beams can be implemented by means of bolts 15 and/or rivets 17 and/or by welding 16.
  • the supporting pieces 14 are steel flat bars or steel angle bars, which are in the length direction of the trough-section beams 2a, 2b and welded to the side webs 23 of the trough-section beams.
  • the branches 31, 32 of the said L- or ⁇ -shaped tensile stress transmission members 30 are fastened to at least the said flat or angle bars of the trough-section beams.
  • the transversal steel edge beams 1b and the possible longitudinal steel edge beams 1a comprise a narrower upper flange 11 and a wider lower flange 12, and between the two, either one web or two webs 13, which are at a variable or constant distance from one another, as shown in Fig. 9A , in particular.
  • the said one or more rein-forced-concrete intermediate floor slabs 9 rest, at their lower surfaces Pd, on the wider lower flanges 12 of the edge beams, or they are in contact with the wider lower flanges 12 of the edge beams.
  • the load from the intermediate floor slab 9 primarily transfers to the columns through the transversal edge beams 1b.
  • the longitudinal concrete-steel-sheet composite beams 3a, as well as the transversal concrete-steel-sheet composite beams 3b consist of trough-section beams 2a, 2b, which have a horizontal wider bottom flange 22 and an opposite narrower upper edge flange 21, and a side web 23 connecting the two.
  • the said reinforced-concrete intermediate floor slab 9 is, at its lower surface Pd, in contact with the bottom flanges 22 of the trough-section beams that constitute the longitudinal composite beams in case the longitudinal edges Sa only include the trough-section beams that form the longitudinal composite beams.
  • the bottom flanges 22 of the trough-section beams 2a, 2b that form the longitudinal composite beams and the transversal composite beams are in contact with the wider lower flanges 12 of the transversal steel edge beams 1b and the possible longitudinal steel edge beams 1a in case both the longitudinal edges Sa and the transversal edges Sb include edge beams.
  • the said concrete-steel-sheet composite beams 3a and 3b frame the unity that consists of the reinforced-concrete intermediate floor slab 9 and the prefabricated columns 10 that support the same, but the composite beams, the edge beams or the tensile stress transmission members do not surround individual columns but they are in contact with them only along one or two sides of the columns at the most.
  • the framework comprises columns 10' other than the said corner columns 10, whereby the composite beams and the edge beams and the possible straight tensile stress transmission members are also connected to these columns 10', for example, at one side thereof, as mentioned above.
  • the trough-section beams are fastened to an edge beam that is parallel with the same, normally, by means of a weld 40, which is preferably made in advance.
  • the edge beam and the trough-section beam are installed in place as one unity.
  • transversal edge beam 1b and the transversal trough-section beam 2b are fastened to each other by means of the weld 40 between the lower flange 12 and the bottom flange 22, and, correspondingly, the longitudinal trough-section beam and a possible longitudinal edge beam are fastened to each other.
  • tube holders 50 can be arranged in the described structure, being at least at their upper parts fastened to the upper edge flanges 21 of the trough-section beams, whereby the tube holders can be fastened to the free inner edge 24 of the upper edge flange 21 or, alternatively, the tube holders can go through the upper edge flange 21 and extend above the same.
  • the lower end 51 of the tube holders 50 is either closed with separate plug 53 or up against the bottom flange 22 of the trough-section beams in order for the concrete B not to penetrate inside the tube holder, and the upper end 52 is open or it can be opened upwards, whereby the railing supports 56 of the site railings (not shown in the figures) or other fasteners of the implements that are used on site can be pushed into the tube holders.
  • the tube holders which are placed at intervals along the trough-section beams 2a, 2b, are fastened to the trough-section beams by means of welds 55, for example.
  • welds 55 for example.
  • the upper end can be closed with a temporary plug, which is easy to remove, to prevent concrete B from entering the tube holder.
  • the load-bearing prefabricated columns 10 are erected at least on the predefined corners of the building, but as seen in Fig. 1 , mostly also in the spaces between the corner columns and, then, in addition to the sides of the building, possibly also in the middle areas of the building.
  • this invention by no means relates to the columns that are placed in the middle areas of the building and they can be disregarded in this context, but the invention primarily relates to the corner columns 10 only, even though the same technology can partly, and only partly, be applied to the joints of the columns 10' that are on the lines between the corner columns 10 and the intermediate floor slab 9, as that applied to the corner columns 10. If one wants to exploit the intermediate columns 10' that are in line with the said corner columns, one should use, next to these intermediate columns 10', not the L- or ⁇ -shaped tensile stress transmission members but mostly straight or linear tensile stress transmission members. The following stages have several alternatives.
  • the load-bearing transversal steel edge beams 1b can be installed on the columns 10. Then there are two alternatives.
  • the reinforced-concrete intermediate floor slab 9 consisting of one or more elements can either be placed on the transversal edge beams so that its transversal sides Sb rest on top of the lower flanges 12 of the transversal edge beams 1b, and after this, the transversal steel trough-section beams 2b and the longitudinal steel trough-section beams 2a.
  • transversal steel trough-section beams 2b and longitudinal steel trough-section beams 2a are arranged between the columns, and only after this, the reinforced-concrete intermediate floor slab 9 consisting of one or more elements is placed on the transversal edge beams 1b so that the transversal sides Sb rest on top of the lower flanges 12 of the transversal edge beams and the longitudinal sides Sa are in contact with the bottom flanges 22 of the longitudinal trough-section beams 2a.
  • the combination of the load-bearing transversal steel edge beams 1b and the transversal trough-section beams 2b can be installed on the columns 10, with no separate concrete reinforcement in the length direction thereof, the bottom flange 22 of the transversal trough-section beam in the combination being in contact with the lower flanges 12 of the transversal edge beams 1b Then there are two alternatives.
  • the reinforced-concrete intermediate floor slab 9 consisting of one or more elements can either be placed on the transversal edge beams so that its transversal sides Sb rest on top of the lower flanges 12 of the transversal edge beams 1b and, after this, the longitudinal steel trough-section beams 2a can be arranged in the longitudinal sides Sa of the intermediate floor slab, with no separate concrete reinforcement in the length direction thereof, so that the said bottom flange 22 is in contact with the lower surface Pd of the reinforced-concrete intermediate floor slab 9; or longitudinal steel trough-section beams 2a are arranged on the columns, with no separate concrete reinforcement in the length direction thereof, so that the said bottom flange 22 is in contact with the lower surface Pd of the reinforced-concrete intermediate floor slab 9, and only after this, the reinforced-concrete intermediate floor slab 9 consisting of one or more elements is placed on the transversal steel edge beams 1b so that its transversal sides Sb rest on top of the lower flanges 12 of the transversal edge beams
  • the longitudinal steel edge beams 1a and the load-bearing transversal steel edge beams 1b, or the combinations of the longitudinal steel edge beams 1a and the longitudinal steel trough-section beams 2a and of the load-bearing transversal steel edge beams 1b and the transversal steel trough-section beams 2b can be installed on the columns 10, with no separate concrete reinforcement in the length direction thereof, the bottom flange 22 of the trough-section beam in the combinations being in contact with the lower flanges 12 of the edge beams 1b and, after this, the reinforced-concrete intermediate floor slab 9 consisting of one or more elements can be placed on the transversal edge beams, so that its transversal sides Sb rest on top of the lower flanges 12 of the transversal edge beams 1b, and its longitudinal sides Sa are in contact with the lower flanges 12 of the longitudinal edge beams 1a.
  • the tensile stress transmission members 30 of the invention are either fastened before locating the intermediate floor slab 9 in place or only after locating the intermediate floor slab 9 in place.
  • the effectively L- or ⁇ -shaped tensile stress transmission members 30, which comprise a first stress-transmitting branch 31 and a second stress-transmitting branch 32, and a second angle K2 between the two branches, can be fastened between the transversal trough-section beams and the longitudinal trough-section beams, among others, so that the first branch 31 is in the direction of the longitudinal side Sa of the intermediate floor slab and the longitudinal trough-section beam 2a and fastened to this longitudinal trough-section beam, and the said second branch 32 is in the direction of the transversal side Sb of the intermediate floor slab and the transversal trough-section beam 2b and fastened to this transversal trough-section beam.
  • these effectively L- or ⁇ -shaped tensile stress transmission members 30, which comprise the first stress-transmitting branch 31 and the second stress-transmitting branch 32 and the second angle K2 between the two branches, can be fastened between the transversal edge beams and the longitudinal edge beam, among others, so that the first branch 31 is in the direction of the longitudinal side Sa of the intermediate floor slab and the longitudinal edge beam 1a and fastened to this longitudinal edge beam, and the said second branch 32 is in the direction of the transversal side Sb of the intermediate floor slab and the transversal edge beam 1b and fastened to this transversal edge beam.
  • the attachment of the tensile stress transmission members 30 between the trough-section beams or between the edge beams can be carried out anytime after the said beams are in place between the columns 10.
  • concrete B is poured so that the concrete fills at least the intermediate spaces between the steel trough-section beams and the reinforced-concrete intermediate floor slab, whereby the trough-section beams together with the concrete form the longitudinal concrete-steel-sheet composite beams 3a and the transversal concrete-steel-sheet composite beams 3b on the longitudinal sides Sa and the transversal sides Sb of the intermediate floor slab, surrounding the columns 10.
  • the trough-section beams 2a, 2b are supported by supporting strips 34 that are spaced at intervals, extending from the area of the border of the bottom flange of the trough-section beam and the side web either to the upper surface Pc of the reinforced-concrete intermediate floor slab 9 or to the upper surface of the upper flange 11 of the edge beam 1a, 1b.
  • the supporting strips 34 have no importance. Designs can be included in the trough-section beams 2a, 2b, promoting the adherence between the same and concrete B and providing stronger and stiffer composite beams 3a, 3b.
  • Concrete B can be conventional concrete or aerated concrete, i.e., foam concrete, or lightweight aggregate concrete or some other concrete that contains a filling agent or a combination of fillers, or some other mass that transfers compression stresses.
  • the binding agent can be a substance other than cement.

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  • Architecture (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Joining Of Building Structures In Genera (AREA)
  • Buildings Adapted To Withstand Abnormal External Influences (AREA)

Claims (11)

  1. Structure pour planchers intermédiaires porteurs de charges dans des bâtiments qui comprennent une charpente qui a :
    - des colonnes porteuses de charges (10) sur au moins des coins prédéfinis du bâtiment ;
    - dans la zone définie par lesdites colonnes, une dalle de plancher intermédiaire de béton armé (9) constituée d'un ou plusieurs éléments et comprenant deux côtés longitudinaux (Sa) et deux côtés transversaux (Sb) et des premiers angles (K1) entre eux ;
    - sur les côtés longitudinaux de ladite dalle de plancher intermédiaire, des poutres d'acier longitudinales de sorte que la dalle de plancher intermédiaire soit en contact avec les poutres longitudinales ; et
    - sur les côtés transversaux de ladite dalle de plancher intermédiaire, des poutres d'acier transversales de sorte que la dalle de plancher intermédiaire soit en contact avec lesdites poutres de rive transversales porteuses de charges (1b) ;
    - des éléments de raccordement (30) dans la zone desdites colonnes (10) avec une première branche (31) et une seconde branche (32), et un second angle (K2) entre les deux branches, qui est égal au premier angle (K1) ;
    - ladite première branche (31) étant fixée à ladite poutre longitudinale et ladite seconde branche (32) étant fixée à ladite poutre transversale, caractérisée en ce que lesdits planchers intermédiaires comprennent une structure de raidissement, dans laquelle :
    - lesdites poutres d'acier longitudinales sont des poutres de rive en acier (1a) comprenant au moins une aile inférieure plus large (12) et une ou des âmes (13) ou une combinaison des poutres de rive longitudinales (1a) en acier et des poutres composites béton-acier-feuille longitudinales (3a) ou encore les poutres composites béton-acier-feuille longitudinales (3a),
    - lesdites poutres d'acier transversales sont des poutres de rive en acier porteuses de charges (1b) comprenant au moins une aile inférieure plus large (12) et un ou des âmes (13) ou une combinaison des poutres de rive transversales en acier porteuses de charges (1b) et des poutres composites béton-acier-feuille transversales (3b),
    - lesdits éléments de raccordement (30) sont des éléments de transmission d'efforts à la traction (30) efficacement en forme de L ou de Δ, qui reçoivent au moins des forces de résistance horizontales divergentes (F), moyennant quoi lesdites branches (31, 32) sont des branches de transmission d'efforts aménagées dans les directions desdits côtés longitudinaux/- transversaux (Sa, Sb) de la dalle de plancher intermédiaire et fixées auxdites poutres de rive longitudinales/transversales (1a, 1b) et/ou auxdites poutres composites longitudinales/- transversales (5a, 5b),
    - des côtés transversaux (Sb) de ladite ou desdites dalles de plancher intermédiaires (9) de béton armé repose(nt), au niveau de leurs surfaces inférieures (Pd), sur les ailes inférieures plus larges (12) des poutres de rive transversales (1b) et des côtés longitudinaux (Sa) de ladite ou desdites dalles de plancher intermédiaires (9) de béton armé est ou sont en contact contre les poutres de rive longitudinales (1a) et/ou avec les poutres composites longitudinales (3a), et
    - les poutres composites béton-acier-feuille (3a) comprennent, au moins d'un côté de la dalle de plancher intermédiaire, une poutre à section en auge (2a), qui comprend une aile inférieure horizontale plus large (22) et une aile opposée de bord supérieure plus étroite (21) ainsi qu'une âme latérale (23) qui les relie.
  2. Structure de raidissement de dalles de plancher intermédiaires selon la revendication 1, caractérisée en ce que lesdits éléments de transmission d'efforts à la traction (30) en forme de L ou de Δ ont une forme en coupe transversale d'acier plat ou d'acier façonné et forment ledit premier angle (K1) sur leur plan plat ou sur le plan d'un aile d'angle ; en ce que les branches (31, 32) de ces éléments de transmission d'efforts à la traction en forme de L ou de Δ sont fixées soit directement aux poutres de rive (1a, 1b) soit aux pièces de support (14) qui ont été soudées aux poutres composites (3a, 3b) ; et en ce que ladite fixation des branches (31, 32) des éléments de transmission d'efforts à la traction aux poutres de rive ou aux poutres composites est effectuée avec des boulons (15) et/ou par soudage (16) et/ou avec des rivets (17).
  3. Structure de raidissement de dalles de plancher intermédiaires selon la revendication 1 ou 2, caractérisée en ce que les poutres de rive transversales en acier (1b) et les poutres de rive longitudinales en acier (1a) éventuelles comprennent une aile supérieure plus étroite (11) et une ou deux âmes (13) qui est ou sont à une distance variable ou constante d'une de l'autre entre ladite aile inférieure plus large (12) et ladite aile supérieure plus étroite (11) et en ce que ladite ou lesdites dalles de plancher intermédiaires (9) en béton armé reposent, au niveau de leurs surfaces inférieures (Pd), sur les ailes inférieures plus larges (12) des poutres de rive transversales (1b) pour supporter des charges et sont en contact avec les ailes inférieures plus larges (12) des poutres de rive longitudinales (1a) sans transfert vertical de charges.
  4. Structure de raidissement de dalles de plancher intermédiaires selon la revendication 1, 2 ou 3, caractérisée en ce que ladite dalle de plancher intermédiaire de béton armé (9) est, sur sa surface inférieure (Pd), en contact avec les ailes inférieures (22) des poutres longitudinales composites ou les ailes inférieures (12) de ces poutres longitudinales composites sont en contact avec les ailes inférieures plus larges (12) des poutres de rive longitudinales en acier (1a) éventuelles.
  5. Structure de raidissement de dalles de plancher intermédiaires selon la revendication 1, 2 ou 3, caractérisée en ce que les poutres composites béton-acier-feuille transversales (3b) sont des poutres à section en auge (2b), qui ont une aile inférieure horizontale plus large (22) et un aile opposée de bord supérieur plus étroite (21) ainsi qu'une âme latérale (23) qui relie les deux, de sorte que les ailes inférieures (22) de ces poutres composites transversales soient en contact avec au moins les ailes inférieures plus larges (12) des poutres de rive transversales en acier (1b).
  6. Structure de raidissement de dalles de plancher intermédiaires selon l'une quelconque des revendications précédentes, caractérisée en ce que lesdites poutres composites béton-acier-feuille (3a, 3b) encadrent la totalité de la dalle de plancher intermédiaire de béton armé (9) et les colonnes (10) qui supportent celle-ci ; et en ce que :
    - les poutres à section en auge (2a, 2b) de ces poutres composites béton-acier-feuille (3a, 3b) conjointement avec les éléments de transmission d'efforts à la traction (30) en forme de L ou de Δ, qui joignent les poutres à section en auge l'une à l'autre, sans aucun autre renforcement pour le béton, constituent la structure de raidissement de chaque dalle de plancher intermédiaire, ou
    - les poutres de rive (1a, 1b), qui sont partiellement couvertes par ces poutres composites béton-acier-feuille, conjointement avec les éléments de transmission d'efforts à la traction (30) qui joignent les poutres de rive l'une à l'autre, sans aucune autre renforcement pour le béton, constituent la structure de raidissement de chaque dalle de plancher intermédiaire.
  7. Structure de raidissement de dalles de plancher intermédiaires selon les revendications 3 et 4, caractérisée en ce que lesdites pièces de support (14) sont des barres plates ou des barres façonnées en acier qui se trouvent dans la direction de la longueur des poutres à section en auge (2a, 2b) et sont soudées aux âmes latérales (23) des poutres à section en auge ; et en ce que les branches (31, 32) desdits éléments de transmission d'efforts à la traction (30) en forme de L ou de Δ sont fixées au moins auxdites barres plates ou façonnées des poutres à section en auge.
  8. Structure de raidissement de dalles de plancher intermédiaires selon l'une quelconque des revendications 1 à 5, caractérisée en ce que les côtés longitudinaux (Sa) de la dalle de plancher intermédiaire (9) sont pourvus de poutres de rive longitudinales en acier (1a) et les côtés transversaux (Sb) de la dalle de plancher intermédiaire sont pourvus de poutres de rive transversales en acier (1b) ; et en ce que les branches (31, 32) desdits éléments de transmission d'efforts de traction (30) en forme de L ou de Δ sont fixés aux ailes inférieures (12) ou aux ailes supérieures (11) des poutres de rive.
  9. Structure de raidissement de dalles de plancher intermédiaires selon l'une quelconque des revendications précédentes, caractérisée en ce que les colonnes (10) sont des colonnes d'acier ayant des éléments de fixation angulaires (18) pour les poutres de rive et/ou les poutres à section en auge ou des colonnes de béton armé ayant des potences de fixation (19) pour les poutres de rive et/ou les poutres à section en auge.
  10. Structure de raidissement de dalles de plancher intermédiaires selon l'une quelconque des revendications précédentes, caractérisée en ce qu'elle comprend des porte-tubes (50) qui, au moins sur leurs parties supérieures, sont fixés aux ailes de bord supérieur (21) des poutres à section en auge (2a, 2b) et leur extrémité inférieure (51) est fermée et leur extrémité supérieure (52) est ouverte ou peut être ouverte vers le haut.
  11. Procédé de raidissement de dalles de plancher intermédiaires porteuses de charges, dans lequel procédé, au cours de l'érection sur site de la charpente qui est séparée de l'encaissement du bâtiment (100), présente les étapes consistant à :
    - dresser des colonnes porteuses de charges (10) au moins aux coins prédéfinis du bâtiment ;
    - installer sur les colonnes au moins des poutres de rive transversales en acier porteuses de charges (1b), qui ont une aile supérieure plus étroite (11) et une aile inférieure plus large (12), et entre les deux, une ou deux âmes (13) qui sont à une distance variable ou constante l'une de l'autre ; ou une combinaison d'au moins des poutres de rive transversales en acier porteuses de charges (1b), qui ont une aile supérieure plus étroite (11) et une aile inférieure plus large (12) et, entre les deux, une ou deux âmes (13) qui sont à une distance variable ou constante l'une de l'autre, et des poutres transversales à section en auge (2b), qui ont une aile inférieure horizontale plus large (22) et une aile de bord supérieur plus étroite opposée (21) et une âme latérale (23) raccordant les deux, sans aucun renforcement séparé pour le béton dans leur direction longitudinale avec ladite aile inférieure (22) dans la combinaison qui est en contact avec les ailes inférieures (12) desdites poutres de rive transversales (1b) ;
    - après cela, effectuer les opérations suivantes dans un ordre prédéfini :
    - sur les poutres de rive transversales en acier, une dalle de plancher intermédiaire de béton armé (9), qui comprend une surface supérieure et une surface inférieure (Pc, Pd), deux côtés longitudinaux (Sa) et deux côtés transversaux (Sb), et des premiers angles (K1) entre eux, et constitués d'un ou plusieurs éléments, est placée de sorte que ses côtés transversaux (Sb) reposent par-dessus les ailes inférieures (12) des poutres de rive transversales (1b) ;
    - sur les colonnes, des poutres de rive longitudinales en acier (1a) sont installées, si ces poutres de rive longitudinales sont comprises dans la structure de raidissement, les poutres de rive (1a) comprenant une aile supérieure plus étroite (11) et une aile inférieure plus large (12) et entre les deux, une ou deux âmes (13) qui sont à une distance variable ou constante l'une de l'autre, de sorte que ladite aile inférieure soit en contact avec la surface inférieure (Pd) de la dalle de plancher intermédiaire (9) ;
    - sur les côtés longitudinaux (Sa) de la dalle de plancher intermédiaire, des poutres longitudinales à section en auge en acier (2a) sont aménagées, dans le cas où elles ne sont pas aménagées antérieurement, des poutres transversales à section en auge (2b) sont aménagées sur les côtés transversaux (Sb) de la dalle de plancher intermédiaire, les poutres à section en auge comprenant une aile inférieure horizontale plus large (22) et une aile de bord supérieur plus étroite opposée (21) et une âme latérale (23) raccordant les deux, sans aucun renforcement séparé pour le béton dans leur direction longitudinale de sorte que ladite aile inférieure (22) soit en contact avec la surface inférieure (PD) de la dalle de plancher intermédiaire (9) en béton armé et/ou avec les ailes inférieures (12) desdites poutres de rive (1a, 1b) ;
    - fixer :
    - entre les poutres transversales à section en auge et les poutres longitudinales à section eu auge, des éléments de transmission d'efforts à la traction (30) efficacement en forme de L ou de Δ, qui comprennent une première branche de transmission d'efforts (31) et une seconde branche de transmission d'efforts (32), et un second angle (K2) entre les deux branches, de sorte que la première branche (31) soit dans la direction du côté longitudinal (Sa) de la dalle de plancher intermédiaire et de la poutre longitudinale à section en auge (2a) et fixée à cette poutre longitudinale à section en auge et que ladite seconde branche (32) soit dans la direction du côté transversal (Sb) de la dalle de plancher intermédiaire et de la poutre transversale à section en auge (2b) et fixée à cette poutre transversale à section en auge, ou
    - entre les poutres de rive transversales et les poutres de rive longitudinales, des éléments de transmission d'efforts à la traction (30) efficacement en forme de L ou de Δ, qui comprennent une première branche de transmission d'efforts (31) et une seconde branche de transmission d'efforts (32), et un second angle (K2) entre les deux branches, de sorte que la première branche (31) soit dans la direction du côté longitudinal (Sa) de la dalle de plancher intermédiaire et de la poutre de rive longitudinale (1a) et fixée à cette poutre de rive longitudinale et que ladite seconde branche (32) soit dans la direction du côté transversal (Sb) de la dalle de plancher intermédiaire et de la poutre de rive transversale (1b) et fixée à cette poutre de rive transversale ; et
    - enfin, verser du béton (B) de sorte que le béton remplisse au moins les espaces intermédiaires entre les poutres d'acier à section en auge et la dalle de plancher intermédiaire en béton armé, de sorte que les poutres à section en auge conjointement avec le béton (3a) forment les poutres composites béton-acier-feuille longitudinales (3b) et les poutres composites béton-acier-feuille transversales sur les côtés longitudinaux (Sa) et les côtés transversaux (Sb) de la dalle de plancher intermédiaire, entourant les colonnes (10).
EP07730548.0A 2006-08-25 2007-03-30 Raidissement de dalles de plancher intermédiaire porteuses dans des bâtiments Not-in-force EP2076637B1 (fr)

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PCT/FI2007/000079 WO2008023086A1 (fr) 2006-08-25 2007-03-30 Raidissement de dalles de plancher intermédiaire porteuses dans des bâtiments

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RU2528709C2 (ru) * 2012-07-04 2014-09-20 Сергей Юрьевич Малышев Металлический каркас здания и способ его возведения
CN105143570B (zh) * 2014-03-04 2017-05-17 东莞市石西智能机器制造有限公司 一种建筑结构及其施工方法
WO2015131334A1 (fr) * 2014-03-04 2015-09-11 东莞市石西智能机器制造有限公司 Structure de bâtiment et son procédé de construction
DE102015101171A1 (de) * 2015-01-28 2016-07-28 Max Bögl Stiftung & Co. Kg Geschossdecke und Gebäude
US11499314B1 (en) * 2021-07-13 2022-11-15 Alexander Kushner Modular building system, apparatus and method
CN114607083B (zh) * 2022-03-23 2024-06-14 山东佳隆建工集团有限公司 一种用于装配式建筑用骨架板材的承重结构及其安装方法

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US2675895A (en) * 1951-12-15 1954-04-20 Loewenstein Jacob Framework for multistory structures
US2979169A (en) * 1954-08-16 1961-04-11 Yolles Morden Saul Building structure
FR2428714A1 (fr) 1978-06-12 1980-01-11 Citroen Sa Procede de construction de batiment, et profiles pour la mise en oeuvre de ce procede
DE9413045U1 (de) * 1994-08-12 1994-11-17 Hummel, Heinz, 49196 Bad Laer Deckenrandschaltungselement
AUPR062700A0 (en) * 2000-10-10 2000-11-02 Davison, Mark Prefabricated modular building system
DE10213404C1 (de) * 2002-03-26 2003-08-21 Michael Glahns Indirekte Deckenauflage
GR1005228B (el) * 2005-02-01 2006-06-14 Γεωργιος Σταυρου Αδαμακης Μεταλλικος σκελετος, συνδεσμος και στοιχεια δομησης σκελετου και μεθοδος δομησης ολοκληρωμενων κτιριακων εγκαταστασεων

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WO2008023086A1 (fr) 2008-02-28
RU2416007C2 (ru) 2011-04-10
EP2076637A1 (fr) 2009-07-08
NO20091174L (no) 2009-03-19
FI20060760A0 (fi) 2006-08-25
RU2009109325A (ru) 2010-09-27

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