EP2076637A1 - Stiffening of load-bearing intermediate floor slabs in buildings - Google Patents

Stiffening of load-bearing intermediate floor slabs in buildings

Info

Publication number
EP2076637A1
EP2076637A1 EP07730548A EP07730548A EP2076637A1 EP 2076637 A1 EP2076637 A1 EP 2076637A1 EP 07730548 A EP07730548 A EP 07730548A EP 07730548 A EP07730548 A EP 07730548A EP 2076637 A1 EP2076637 A1 EP 2076637A1
Authority
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.)
Granted
Application number
EP07730548A
Other languages
German (de)
French (fr)
Other versions
EP2076637B1 (en
Inventor
Jouko Kansa
Jan JENSÉN
Markku Heinisuo
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Rautaruukki Oyj
Original Assignee
Rautaruukki Oyj
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Rautaruukki Oyj filed Critical Rautaruukki Oyj
Publication of EP2076637A1 publication Critical patent/EP2076637A1/en
Application granted granted Critical
Publication of EP2076637B1 publication Critical patent/EP2076637B1/en
Not-in-force legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • 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 combina- tion 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 trans- versal 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 con- crete 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 con- crete 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 longitu- dinal 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. In particu- lar, 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.
  • 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 reinforce- ment 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.
  • Fig. 1 is a general schematic view of a multi-storey building, wherein the intermedi- ate floor slabs are stiffened according to the invention, viewed from the outside in an axonometric view.
  • Figs. 2 A and 2B show a tubular steel column and a load-bearing reinforced-concrete column, respectively, which is erected in advance and, on which, one steel edge beam, preferably a transversal edge beam, has been installed afterwards, in an axonometric view and from inside the building, as viewed from the direction I of Fig. 1.
  • a longitudinal edge beam or the second edge beam can also be installed, being transversal to the first-mentioned one edge beam; or, in addition, trough-section beams can be installed and/or, alternatively, various steel beam combinations can further be installed, such as combinations of edge beams and trough- section beams.
  • Fig. 3 shows the placement of a reinforced-concrete cavity slab on the transversal steel edge beam that was installed in the previous phase, in an axonometric view and from outside the building, as viewed from the direction II of Figs. 1, and 2 A,
  • Fig. 4 shows the arrangement of steel trough-section beams on the transversal side and the longitudinal side of the reinforced-concrete cavity slab, and an arrangement according to the first embodiment of the invention, wherein the trough-section beams are fastened to each other at their side webs by means of a tensile stress transmission member, whereby the tensile stress transmission member extends around the column, which can go on continuously, in a drawing similar to that in Fig. 3.
  • the trough-section beams are fastened to each other by means of the tensile stress transmission member essentially in the same way, irrespective of whether the trough-section beams are arranged in place only at this stage or whether they have been arranged in place in the above-mentioned manner at an earlier stage.
  • Fig. 5 shows casting of concrete into the intermediate spaces of the steel trough- section beams and the reinforced-concrete intermediate floor slab, whereby the trough-section beams jointly with the concrete form the longitudinal reinforcing steel metal composite beams and the transversal reinforcing steel metal composite beams on the sides of the intermediate floor slab, extending around the columns, in a drawing similar to that of Figs. 3 and 4.
  • Fig. 6A shows an arrangement according to the second embodiment of the inven- tion, wherein the longitudinal edge beams and the transversal edge beams are fastened to one another at their lower flanges by means of the tensile stress transmission member, whereby the tensile stress transmission member extends around the column, which can go on unbroken, in a similar drawing to that of Fig. 4. It is obvious that for this embodiment, at a stage corresponding to Figs. 2 A or 2B, in addition to the transversal edge beam, also the longitudinal edge beam must be installed, as already mentioned above. This figure shows the first embodiment of the tensile stress transmission member.
  • Fig. 6B shows an arrangement according to the third embodiment of the invention, wherein the longitudinal edge beams and the transversal edge beams are fastened to one another at their upper flanges by means of the tensile stress transmission member, whereby the tensile stress transmission member goes through the column, so that an extension is placed on the column at this point, in a similar drawing to that of Fig. 6A.
  • the longitudinal edge beam must be installed, as already mentioned above.
  • this figure shows the second and the third embodiments of the tensile stress transmission member.
  • Fig. 7 shows an alternative erection arrangement that was already mentioned in connection with Figs. 2A, 2B, wherein a combination of a steel edge beam and a steel trough-section beam is installed on the column, preferably a combination of a trans- versal edge beam and a transversal trough-section beam, and a trough-section beam transversal to said combination, thus preferably a longitudinal trough-section beam, from inside the building, in a drawing similar to that of Figs. 2 A and 2B.
  • the reinforced-concrete cavity slab is placed, whereby it rests on the transversal steel edge beam and in contact with at least the longitudinal steel trough-section beam.
  • Fig. 8 shows in detail the attachment of the tensile stress transmission member according to the first embodiment of the invention to the flanges that are welded to the side webs of the trough-section beams, in an axonometric view from inside the building and as viewed from the direction III of Fig. 4. Also this figure shows the first embodiment of the tensile stress transmission member.
  • Fig. 9 A shows the mutual placement of the edge beam and the trough-section beam, wherein the bottom flange of the trough-section beam is in contact with the lower flange of the edge beam, typically resting on top of the lower flange; and also the backing of the reinforced-concrete cavity slab on the lower flange of the edge beam and, further, filling with concrete the space between the edge beam and the trough- section beam and that between the edge beam and the cavity slab, as a cross section along plane IV-IV of Fig. 5.
  • this is the concrete-steel-sheet composite beam formed by the steel trough-section beam and the concrete inside the same without separate longitudinal concrete reinforcement.
  • Fig. 9B shows the mutual placement of the edge beam and the reinforced-concrete cavity slab, wherein the bottom flange of the trough-section beam is in contact with the lower surface of the cavity slab; and, further, filling with concrete the space between the edge beam and the cavity slab, along plane V - V of Fig. 4.
  • this is the concrete-steel-sheet composite beam formed by the steel trough-section beam and the concrete inside the same without separate longitudinal concrete reinforcement.
  • Fig. 10 shows the fourth embodiment of the tensile stress transmission member according to the invention in a drawing similar to that of Fig. 8.
  • 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 Kl between them.
  • the reinforced-concrete in- termediate 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 Kl 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 Kl 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 Ib, or a combination of load-bearing transversal steel edge beams Ib and transversal concrete-steel-sheet composite beams 3b.
  • the intermediate floor slab is gen- erally in contact against the longitudinal edge beams and/or the longitudinal com- posite 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 Ib.
  • 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 effective 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 ef- fective 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 Kl between the longitudinal side Sa and the transversal side Sb of the intermediate floor slab 9.
  • both angles Kl, 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 Ia and/or the said longitudinal composite beam 5 a
  • 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 Ib 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, 6 A, 6B and 8, or that of angle steel, as in Fig. 10.
  • the flat or angle bars form the above-mentioned first angle Kl 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 Ia, Ib.
  • the tensile stress transmission members 30 are 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 Ib and the possible longitudinal steel edge beams Ia 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 Ib.
  • the longitudinal concrete-steel-sheet composite beams 3 a, 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 Ib and the possible longitudinal steel edge beams Ia 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 pre- fabricated 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 Ib 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 Ib can be installed on the columns 10.
  • the reinforced-concrete intermediate floor slab 9 consisting of one or more elements can either be placed on the transver- sal edge beams so that its transversal sides Sb rest on top of the lower flanges 12 of the transversal edge beams Ib, and after this, the transversal steel trough-section beams 2b and the longitudinal steel trough-section beams 2a can be arranged on the transversal sides Sb and the longitudinal sides Sa of the intermediate floor slab with no separate concrete reinforcement in the length direction thereof, so that the bot- torn flanges 22 of the trough-section beams are in contact with the lower surface Pd of the reinforced-concrete intermediate floor slab 9 and/or with the lower flanges 12 of the edge beams; or transversal steel trough-section beams 2b and longitudinal steel trough-section beams 2a are arranged between the columns, and only after this, the reinforced
  • the combination of the load-bearing transversal steel edge beams Ib 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 Ib. 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 Ib 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 reinforce- ment 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 in- termediate 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 Ib so that its transversal sides Sb rest on top of the lower flanges 12
  • the longitudinal steel edge beams Ia and the load-bearing transversal steel edge beams Ib, or the combinations of the longitudinal steel edge beams Ia and the longitudinal steel trough-section beams 2a and of the load-bearing transversal steel edge beams Ib 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 Ib and, after this, the rein- forced-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 Ib, and its longitudinal sides Sa are in contact with the lower flanges 12 of the longitudinal edge beams Ia.
  • 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 inter- mediate 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 Ia 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 Ib 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 3 a 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 bor- der 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 Ia, Ib.
  • 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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  • Structural Engineering (AREA)
  • Joining Of Building Structures In Genera (AREA)
  • Buildings Adapted To Withstand Abnormal External Influences (AREA)

Abstract

The invention relates to the stiffening structure of load-bearing intermediate floor slabs in buildings, the framework of which comprises load-bearing columns (10); longitudinal sides (Sa) and transversal sides (Sb), a reinforced-concrete intermediate floor slab (9) in the area defined by the columns; on the longitudinal sides of the intermediate floor slab, longitudinal steel edge beams (Ia) or a combination of longitudinal steel edge beams (Ia) and longitudinal concrete-steel-sheet composite beams (3a), or longitudinal concrete- steel-sheet composite beams (3a); and on the transversal sides of the intermediate floor slab, load-bearing transversal steel edge beams (Ib) or a combination of load-bearing transversal steel edge beams (Ib) and transversal concrete-steel-sheet composite beams (3b). The intermediate floor slab rests on said load-bearing transversal edge beams. In the area of the columns (10), the stiffening structure of the intermediate floor slabs comprises effectively L- or Δ- shaped tensile stress transmission members (30), the first branch (31) of which is arranged in the direction of the longitudinal side (Sa) of the intermediate floor slab and fastened to said longitudinal edge beam (Ia) and/or said longitudinal composite beam (5a), and the second branch (32) is arranged in the direction of said transversal side (Sb) of the intermediate floor slab and fastened to said transversal edge beam (Ib) and/or said transversal composite beam (5b).

Description

STIFFENING OF LOAD-BEARING INTERMEDIATE FLOOR SLABS IN BUILDINGS
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 combina- tion 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 trans- versal 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.
For example, as given as a design standard by publication "Rakentajan Kalenteri 1999" (= Builders Calender 1999), 83rd volume, Part 1 Kasikirja - Rakennustaito Oy (= Manual - Building Information Ltd), Helsinki, 1998, conventionally, 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 con- crete 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. In other words, when using the intermediate floor slabs, the horizontal slabs themselves constitute the plate stiffener. According to the publication mentioned above, the vertical structures, instead, can be mast-braced, plate-braced, truss-braced or tube-braced. Of course, 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. To this end, 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 longitu- dinal 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. To this end, 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. To achieve these goals, the publication also uses dovetail joints. In particu- lar, 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. In terms of the strength theory, 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. Furthermore, as in all clean steel structures, 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. As 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. These horizontal stresses can contain, on one edge of the intermediate floor slab, compression stresses P in the direction of the edge and, on the opposite edge of the intermediate floor slab, tensile stresses V in the direction of the edge. In this context, the load-bearing capacity against the verti- cal forces and the stiffening of the buildings against the vertical forces, which in a known manner can be effected as mast-bracing, plate-bracing, truss-bracing or tube- bracing, is neglected, as the stiffening of the intermediate floor slabs is independent of the load-bearing capacity and the vertical stiffening in terms of the strength theory. Therefore, this invention by no means relates to the stiffening or the reinforce- ment 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 above-described problems can be solved and the above objects achieved by means of the stiffening structure of the load-bearing intermediate floor slabs according to the invention, which is defined by the characterizing part of Claim 1 , and by means of the alternative methods according to the invention for stiffening the load- bearing intermediate floor slabs, the methods being defined by Claim 11.
In the following, the invention is described in detail with reference to the appended drawings.
Fig. 1 is a general schematic view of a multi-storey building, wherein the intermedi- ate floor slabs are stiffened according to the invention, viewed from the outside in an axonometric view.
Figs. 2 A and 2B show a tubular steel column and a load-bearing reinforced-concrete column, respectively, which is erected in advance and, on which, one steel edge beam, preferably a transversal edge beam, has been installed afterwards, in an axonometric view and from inside the building, as viewed from the direction I of Fig. 1.
At this stage, a longitudinal edge beam or the second edge beam can also be installed, being transversal to the first-mentioned one edge beam; or, in addition, trough-section beams can be installed and/or, alternatively, various steel beam combinations can further be installed, such as combinations of edge beams and trough- section beams.
Fig. 3 shows the placement of a reinforced-concrete cavity slab on the transversal steel edge beam that was installed in the previous phase, in an axonometric view and from outside the building, as viewed from the direction II of Figs. 1, and 2 A,
2B.
It should be appreciated that, already at this stage, the reinforced-concrete cavity slab would also be in contact with the possible longitudinal edge beam or the possi- ble longitudinal trough-section beam, if already installed. Fig. 4 shows the arrangement of steel trough-section beams on the transversal side and the longitudinal side of the reinforced-concrete cavity slab, and an arrangement according to the first embodiment of the invention, wherein the trough-section beams are fastened to each other at their side webs by means of a tensile stress transmission member, whereby the tensile stress transmission member extends around the column, which can go on continuously, in a drawing similar to that in Fig. 3.
It should be appreciated that, according to the invention, the trough-section beams are fastened to each other by means of the tensile stress transmission member essentially in the same way, irrespective of whether the trough-section beams are arranged in place only at this stage or whether they have been arranged in place in the above-mentioned manner at an earlier stage.
Fig. 5 shows casting of concrete into the intermediate spaces of the steel trough- section beams and the reinforced-concrete intermediate floor slab, whereby the trough-section beams jointly with the concrete form the longitudinal reinforcing steel metal composite beams and the transversal reinforcing steel metal composite beams on the sides of the intermediate floor slab, extending around the columns, in a drawing similar to that of Figs. 3 and 4.
It is obvious that the concrete also becomes fastened to the intermediate floor slab and the edge beam(s).
Fig. 6A shows an arrangement according to the second embodiment of the inven- tion, wherein the longitudinal edge beams and the transversal edge beams are fastened to one another at their lower flanges by means of the tensile stress transmission member, whereby the tensile stress transmission member extends around the column, which can go on unbroken, in a similar drawing to that of Fig. 4. It is obvious that for this embodiment, at a stage corresponding to Figs. 2 A or 2B, in addition to the transversal edge beam, also the longitudinal edge beam must be installed, as already mentioned above. This figure shows the first embodiment of the tensile stress transmission member.
Fig. 6B shows an arrangement according to the third embodiment of the invention, wherein the longitudinal edge beams and the transversal edge beams are fastened to one another at their upper flanges by means of the tensile stress transmission member, whereby the tensile stress transmission member goes through the column, so that an extension is placed on the column at this point, in a similar drawing to that of Fig. 6A. It is obvious that for this embodiment, at a stage corresponding to Figs. 2 A or 2B, in addition to the transversal edge beam, also the longitudinal edge beam must be installed, as already mentioned above. In addition to its first embodiment, this figure shows the second and the third embodiments of the tensile stress transmission member.
Fig. 7 shows an alternative erection arrangement that was already mentioned in connection with Figs. 2A, 2B, wherein a combination of a steel edge beam and a steel trough-section beam is installed on the column, preferably a combination of a trans- versal edge beam and a transversal trough-section beam, and a trough-section beam transversal to said combination, thus preferably a longitudinal trough-section beam, from inside the building, in a drawing similar to that of Figs. 2 A and 2B. At the next stage, the reinforced-concrete cavity slab is placed, whereby it rests on the transversal steel edge beam and in contact with at least the longitudinal steel trough-section beam.
Fig. 8 shows in detail the attachment of the tensile stress transmission member according to the first embodiment of the invention to the flanges that are welded to the side webs of the trough-section beams, in an axonometric view from inside the building and as viewed from the direction III of Fig. 4. Also this figure shows the first embodiment of the tensile stress transmission member.
Fig. 9 A shows the mutual placement of the edge beam and the trough-section beam, wherein the bottom flange of the trough-section beam is in contact with the lower flange of the edge beam, typically resting on top of the lower flange; and also the backing of the reinforced-concrete cavity slab on the lower flange of the edge beam and, further, filling with concrete the space between the edge beam and the trough- section beam and that between the edge beam and the cavity slab, as a cross section along plane IV-IV of Fig. 5. Thus, this is the concrete-steel-sheet composite beam formed by the steel trough-section beam and the concrete inside the same without separate longitudinal concrete reinforcement.
Fig. 9B shows the mutual placement of the edge beam and the reinforced-concrete cavity slab, wherein the bottom flange of the trough-section beam is in contact with the lower surface of the cavity slab; and, further, filling with concrete the space between the edge beam and the cavity slab, along plane V - V of Fig. 4. Thus, this is the concrete-steel-sheet composite beam formed by the steel trough-section beam and the concrete inside the same without separate longitudinal concrete reinforcement. Fig. 10 shows the fourth embodiment of the tensile stress transmission member according to the invention in a drawing similar to that of Fig. 8.
The stiffening structure relates to the stiffening of the load-bearing intermediate floor slabs in buildings 100, which comprise a framework. Typically, 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. In any case, 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. Furthermore, 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 Kl between them. In principle, the reinforced-concrete in- termediate 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. It should be observed that the angle Kl 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. In principle, 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 Kl with respect to the longitudinal side(s) Sa of the intermediate floor slab 9. For this, the transversal sides Sb of the intermediate floor slab 9 comprise load-bearing transversal steel edge beams Ib, or a combination of load-bearing transversal steel edge beams Ib 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 Ib. The longitudinal sides Sa of the intermediate floor slab 9, again, comprise longitudinal steel edge beams Ia, or a combination of longitudinal steel edge beams Ia and longitudinal concrete- steel-sheet composite beams 3 a, or longitudinal concrete-steel-sheet composite beams 3 a. In the area of its longitudinal sides Sa, the intermediate floor slab is gen- erally in contact against the longitudinal edge beams and/or the longitudinal com- posite 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 Ib.
According to the invention, 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 effective L- or Δ-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 Δ-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 ef- fective load-bearing area is almost of the L- or Δ-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, of course, has branches that are clearly visible, but also in the Δ-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. This can obviously be seen in Fig. 6B; even if the L-shape were completed to comprise a triangle or a square, as illustrated by the dotted line, the L- shape that mainly carries the tensile stress F still exists inside the triangle and the square, and the triangular shape inside the quadrangle. It is obvious to those skilled in the art that, more or less, the stresses in the piece always spread outside any theoretical area, affecting the strength and the stiffness to some degree, which is why both the L-shape and the Δ-shape are herein defined. However, any areas extending outside the same can be considered insignificant. 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 Δ- 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 Kl between the longitudinal side Sa and the transversal side Sb of the intermediate floor slab 9. Thus, both angles Kl, K2 are mostly 90°, but they can be smaller or larger. When installed in place, 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 Ia and/or the said longitudinal composite beam 5 a, and 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 Ib and/or to the said transversal composite beam 5b. The said L- or Δ- shaped tensile stress transmission members 30 can have a cross-sectional shape of flat steel, as in Figs. 4, 6 A, 6B and 8, or that of angle steel, as in Fig. 10. The flat or angle bars form the above-mentioned first angle Kl already on their flat planes or on the plane of one angle flange. The branches 31, 32 of the said L- or Δ-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 Ia, Ib. In the case of the trough-section beams 2a, 2b, i.e., the composite beams 3a, 3b, 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. In the case of the edge beams Ia, Ib, 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. If the supporting pieces 14 are employed in the structure, they 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. In this case, the branches 31, 32 of the said L- or Δ- shaped tensile stress transmission members 30 are fastened to at least the said flat or angle bars of the trough-section beams. But if tensile stress transmission members 30 with a side bend are used, their side bends 33 are placed in the direction of the trough-section beams and they are preferably fastened to the side web 23 of the trough-section beams in the manner described above.
The transversal steel edge beams Ib and the possible longitudinal steel edge beams Ia 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. Typically, the load from the intermediate floor slab 9 primarily transfers to the columns through the transversal edge beams Ib. The longitudinal concrete-steel-sheet composite beams 3 a, 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. On the other hand, 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 Ib and the possible longitudinal steel edge beams Ia 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 pre- fabricated 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. It should be appreciated that, generally, 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. In other words, in the most preferable embodiment, the edge beam and the trough- section beam are installed in place as one unity. In this way, at least the transversal edge beam Ib 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.
Furthermore, 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. Of course, during the making of the structure, also the upper end can be closed with a temporary plug, which is easy to remove, to prevent concrete B from entering the tube holder.
As a summary, it could be concluded that according to the invention, as a first alternative, the trough-section beams 2a, 2b of the concrete-steel-sheet composite beams 3a, 3b, together with the L- or Δ-shaped tensile stress transmission members 30, which join the trough-section beams to one another, with no other concrete reinforcement, form the stiffening structure of each intermediate floor slab against the horizontal forces exerted on the same from the outside and, as an other alternative, the edge beams Ia, Ib, which are partly covered with the concrete-steel-sheet composite beams, together with the L- or Δ-shaped tensile stress transmission members 30, which join the edge beams to one another, with no other concrete reinforcement, form the stiffening structure of each intermediate floor slab.
In the method of stiffening the load-bearing intermediate floor slabs in buildings, several alterations of a working order can be applied, all resulting in the same stiff- ening structure of intermediate floor slabs according to the invention. In the method of the invention, i.e., in all the alternative working orders, during the erection of the framework on site, which is separate from the sheeting of the building 100, first, 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. However, 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 Δ-shaped tensile stress transmission members but mostly straight or linear tensile stress transmission members. The following stages have several alternatives.
First, the load-bearing transversal steel edge beams Ib 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 transver- sal edge beams so that its transversal sides Sb rest on top of the lower flanges 12 of the transversal edge beams Ib, and after this, the transversal steel trough-section beams 2b and the longitudinal steel trough-section beams 2a can be arranged on the transversal sides Sb and the longitudinal sides Sa of the intermediate floor slab with no separate concrete reinforcement in the length direction thereof, so that the bot- torn flanges 22 of the trough-section beams are in contact with the lower surface Pd of the reinforced-concrete intermediate floor slab 9 and/or with the lower flanges 12 of the edge beams; or 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 Ib 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.
Second, the combination of the load-bearing transversal steel edge beams Ib 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 Ib. 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 Ib 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 reinforce- ment 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 in- termediate 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 Ib so that its transversal sides Sb rest on top of the lower flanges 12 of the transversal edge beams Ib, and the longitudinal sides Sa are in contact with the bottom flanges 22 of the longitudinal trough-section beams 2a.
Third, the longitudinal steel edge beams Ia and the load-bearing transversal steel edge beams Ib, or the combinations of the longitudinal steel edge beams Ia and the longitudinal steel trough-section beams 2a and of the load-bearing transversal steel edge beams Ib 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 Ib and, after this, the rein- forced-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 Ib, and its longitudinal sides Sa are in contact with the lower flanges 12 of the longitudinal edge beams Ia.
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 inter- mediate floor slab 9 in place. The effectively L- or Δ-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. Alternatively, these effectively L- or Δ-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 Ia 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 Ib and fastened to this transversal edge beam. In principle, 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.
Finally, 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 3 a 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. During the wet stage of the concrete casting, the trough-section beams 2a, 2b are supported by supporting strips 34 that are spaced at intervals, extending from the area of the bor- der 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 Ia, Ib. Regarding the strength or stiffness after the concrete casting, 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. Thus, the binding agent can be a substance other than cement.

Claims

1. A stiffening structure of load-bearing intermediate floor slabs in buildings that comprise a framework that has: - load-bearing columns (10) on at least predefined corners of the building;
- in the area defined by said columns, a reinforced-concrete intermediate floor slab (9) consisting of one or more elements and comprising two longitudinal sides (Sa) and two transversal sides (Sb) and first angles (Kl) between the same;
- on the longitudinal sides of said intermediate floor slab, longitudinal steel edge beams (Ia), or a combination of the longitudinal steel edge beams (Ia) and longitudinal concrete-steel-sheet composite beams (3a), or the longitudinal concrete- steel-sheet composite beams (3a), whereby the intermediate floor slab is in contact against the longitudinal edge beams and/or the longitudinal composite beams; and
- on the transversal sides of said intermediate floor slab, load-bearing transversal steel edge beams (Ib), or a combination of the load-bearing transversal steel edge beams (Ib) and transversal concrete-steel-sheet composite beams (3b), whereby the intermediate floor slab rests on said load-bearing transversal edge beams (Ib), characterized in that:
- regarding the horizontal forces, the stiffening structure of the intermediate floor slabs comprises, in the area of said columns (10), effectively L- or Δ-shaped tensile stress transmission members (30), which receive at least divergent drag forces (F) and comprise a first stress-transmitting branch (31) and a second stress-transmitting branch (32), and a second angle (K2) between the two branches, which equal with the first angle (Kl) between the longitudinal side and the transversal side of the in- termediate floor slab; and that
- said first branch (31) is arranged in the direction of said longitudinal side (Sa) of the intermediate floor slab and fastened to said longitudinal edge beam (Ia) and/or said longitudinal composite beam (5a), and said second branch (32) is arranged in the direction of said transversal side (Sb) of the intermediate floor slab and fastened to said transversal edge beam (Ib) and/or said transversal composite beam (5b).
2. A stiffening structure of intermediate floor slabs according to Claim 1, characterized in that said L- or Δ-shaped tensile stress transmission members (30) have a cross-sectional shape of flat steel or angle steel, and provide said first angle (Kl) on its flat plane or on the plane of one angle flange; that the branches (31, 32) of these L- or Δ-shaped tensile stress transmission members are fastened either directly to the edge beams (Ia, Ib) or to the supporting pieces (14) that have been welded to the composite beams (3a, 3b); and that said attachment of the branches (31, 32) of the tensile stress transmission members to the edge beams or to the composite beams is carried out with bolts (15) and/or by welding (16) and/or with rivets (17).
3. A stiffening structure of intermediate floor slabs according to Claim 1 or 2, characterized in that the transversal steel edge beams (Ib) and the possible longitudinal steel edge beams (Ia) comprise a narrower upper flange (11) and a wider lower flange (12) and, between these two, either one web or two webs (13) that are at a variable or constant distance from one another, whereby 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 are in contact with the wider lower flanges (12) of the edge beams.
4. A stiffening structure of intermediate floor slabs according to Claim 1, 2 or 3, characterized in that the longitudinal concrete-steel-sheet composite beams (3 a) comprise trough-section beams (2a), which include a horizontal wider bottom flange (22) and an opposite narrower upper edge flange (21) and a side web (23) connecting the same, whereby said reinforced-concrete intermediate floor slab (9) is at its lower surface (Pd) in contact with the bottom flanges (22) of the longitudinal composite beams, or the bottom flanges (12) of these longitudinal composite beams are in contact with the wider lower flanges (12) of the possible longitudinal steel edge beams (Ia).
5. A stiffening structure of intermediate floor slabs according to Claim 1, 2 or 3, characterized in that the transversal concrete-steel-sheet composite beams (3b) are trough-section beams (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, whereby the bottom flanges (22) of these transversal composite beams are in contact with at least the wider lower flanges (12) of the transversal steel edge beams (Ib).
6. A stiffening structure of intermediate floor slabs according to any of the pre- ceding claims, characterized in that said concrete-steel-sheet composite beams
(3 a, 3b) frame the entire reinforced-concrete intermediate floor slab (9) and the columns (10) that support the same; and that
- the trough-section beams (2a and 2b) of these concrete- steel-sheet composite beams (3 a, 3b) together with the L- or Δ-shaped tensile stress transmission members (30), which join the trough-section beams to one another, with no other reinforcement for concrete, constitute the stiffening structure of each intermediate floor slab, or
- the edge beams (Ia, Ib), which are partly covered with these concrete- steel-sheet composite beams, together with the tensile stress transmission members (30), which join the edge beams to one another, with no other rein- forcement for concrete, constitute the stiffening structure of each intermediate floor slab.
7. A stiffening structure of intermediate floor slabs according to Claims 3 and 4, characterized in that said supporting pieces (14) are steel flat bars or angle bars that are in the length direction of the trough-section beams (2a5 2b) and welded to the side webs (23) of the trough-section beams; and that the branches (31, 32) of said L- or Δ-shaped tensile stress transmission members (30) are fastened to at least said flat or angle bars of the trough-section beams.
8. A stiffening structure of intermediate floor slabs according to any of Claims 1 to 5, characterized in that the longitudinal sides (Sa) of the intermediate floor slab (9) are provided with longitudinal steel edge beams (Ia) and the transversal sides (Sb) of the intermediate floor slab are provided with transversal steel edge beams (Ib); and that the branches (31, 32) of said L- or Δ-shaped tensile stress transmission members (30) are fastened to the lower flanges (12) or the upper flanges (11) of the edge beams.
9. A stiffening structure of intermediate floor slabs according to any of the pre- ceding claims, characterized in that the columns (10) are steel columns having angular fastening members (18) for the edge beams and/or the trough-section beams, or reinforced-concrete columns having fastening brackets (19) for the edge beams and/or the trough-section beams.
10. A stiffening structure of intermediate floor slabs according to any of the preceding claims, characterized in that it further comprises tube holders (50), which at least at their upper parts are fastened to the upper edge flanges (21) of the trough- section beams (2a, 2b), and their lower end (51) is closed and their upper end (52) is open or can be opened upwards.
11. A method of stiffening load-bearing intermediate floor slabs in buildings, in which method, during the on-site erection of the framework that is separate from the encasement of the building (100):
- erecting load-bearing columns (10) at least on the predefined corners of the build- ing;
- installing on the columns: either at least load-bearing transversal steel edge beams (Ib), which have a narrower upper flange (11) and a wider lower flange (12), and between the two, one web or two webs (13) that are at a variable or constant distance from one another; or a combination of at least load-bearing transversal steel edge beams (Ib), which have a narrower upper flange (11) and a wider lower flange (12) and, between the two, one web or two webs (13) that are at a variable or constant distance from one another, and transversal trough-section beams (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, with no separate reinforcement for concrete in the length direction thereof with said bottom flange (22) in the combination being in contact with the lower flanges (12) of said transversal edge beams
(Ib);
- after this, carrying out the following operations in a predefined order:
- on the transversal steel edge beams, a reinforced-concrete intermediate floor slab (9), which comprises an upper and a lower surface (Pc, Pd), two longitudinal sides (Sa) and two transversal sides (Sb), and first angles (Kl) between the same, and consisting of one or more elements, is placed so that its transversal sides (Sb) rest on top of the lower flanges (12) of the transversal edge beams (Ib); - on the columns, longitudinal steel edge beams (Ia) are installed, if these longitudinal edge beams are included in the stiffening structure, the edge beams (Ia) comprising a narrower upper flange (11) and a wider lower flange (12) and between the two, one web or two webs (13) that are at a variable or constant distance from one another, whereby said lower flange is in contact with the lower surface (Pd) of the intermediate floor slab (9);
- on the longitudinal sides (Sa) of the intermediate floor slab, longitudinal steel trough-section beams (2a) are arranged, in case they are not arranged earlier, transversal trough-section beams (2b) are arranged on the transversal sides (Sb) of the intermediate floor slab, the trough-section beams comprising a horizontal wider bottom flange (22) and an opposite narrower upper edge flange (21), and a side web (23) connecting the two, with no separate reinforcement for concrete in the length direction thereof, so that said bottom flange (22) is in contact with the lower surface (Pd) of the reinforced-concrete intermediate floor slab (9) and/or with the lower flanges (12) of said edge beams (Ia, Ib);
- fastening:
- between the transversal trough-section beams and the longitudinal trough-section beams, effectively L- or Δ-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, 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 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, or
- between the transversal edge beams and the longitudinal edge beams, effectively L- or Δ-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, 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 (Ia) and fastened to this longitudinal edge beam, and said second branch (32) is in the direction of the transversal side (Sb) of the intermediate floor slab and the transversal edge beam (Ib) and fastened to this transversal edge beam; and
- finally, pouring concrete (B) so that the concrete fills at least the intermediate spaces between the steel trough-section beams and the reinforced-concrete interme- diate 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).
EP07730548.0A 2006-08-25 2007-03-30 Building floor structure comprising framed floor slab Not-in-force EP2076637B1 (en)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
FI20060760A FI20060760L (en) 2006-08-25 2006-08-25 Stiffening of load-bearing mid-floor slabs in buildings
PCT/FI2007/000079 WO2008023086A1 (en) 2006-08-25 2007-03-30 Stiffening of load-bearing intermediate floor slabs in buildings

Publications (2)

Publication Number Publication Date
EP2076637A1 true EP2076637A1 (en) 2009-07-08
EP2076637B1 EP2076637B1 (en) 2014-07-23

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Application Number Title Priority Date Filing Date
EP07730548.0A Not-in-force EP2076637B1 (en) 2006-08-25 2007-03-30 Building floor structure comprising framed floor slab

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EP (1) EP2076637B1 (en)
FI (1) FI20060760L (en)
NO (1) NO20091174L (en)
RU (1) RU2416007C2 (en)
WO (1) WO2008023086A1 (en)

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Also Published As

Publication number Publication date
WO2008023086A1 (en) 2008-02-28
RU2416007C2 (en) 2011-04-10
NO20091174L (en) 2009-03-19
EP2076637B1 (en) 2014-07-23
FI20060760L (en) 2008-02-26
RU2009109325A (en) 2010-09-27
FI20060760A0 (en) 2006-08-25

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