RU2416007C2 - Stiffening structure for bearing ceiling slabs in buildings - Google Patents

Abstract

FIELD: construction.

SUBSTANCE: structure is designed for buildings with a frame that comprises pillars, a reinforcement slab, longitudinal and transverse steel beams and connecting elements. Connecting elements are arranged in the area of pillars and have the first and second arms. The first arm is fixed to the longitudinal beam, and the second one - to the transverse beam. Slabs comprise a stiffening structure. Connecting elements are L-shaped or Δ-shaped elements to transfer stretching forces. Connecting elements perceive at least diverting horizontal stretching forces. Transverse sides of one or more reinforced concrete ceiling slabs rest with their lower surfaces against wider lower shelves of transverse beams. Longitudinal sides of the slabs contact longitudinal beams.

EFFECT: giving stiffness to ceiling slabs relative to horizontal compressing forces and stretching strains.

11 cl, 13 dwg

Description

FIELD OF THE INVENTION

The invention relates to a stiffener structure for load-bearing floor slabs in buildings having a frame comprising load-bearing columns, at least in predetermined corners of the building; reinforced concrete floor slab located in the area defined by the specified columns, and containing two longitudinal sides, two transverse sides and corners, and consisting of one or more elements; longitudinal steel edge beams located on the longitudinal sides of said floor slab, or a combination of longitudinal steel edge beams and longitudinal composite beams of concrete and steel sheet, or composite beams of concrete and steel sheet, the floor slab in contact (in contact) with said longitudinal steel edge beams or longitudinal composite beams; and transverse steel edge beams located on the transverse sides of said floor slab, or a combination of transverse steel edge beams and transverse composite beams made of concrete and steel sheet, wherein the floor slab rests on said supporting transverse edge beams. The invention also relates to a method for ensuring the rigidity of load-bearing floor slabs in buildings, in which, when mounting a frame that is independent of the cladding of a building at a building site, load-bearing columns are installed at least in predetermined building corners, and load-bearing steel edge beams are installed on said columns and reinforced concrete floors, as well as steel channel beams.

State of the art

Presented, for example, in the publication "Rakentajan Kalenteri 1999" (Builders Calendar, 1999), Volume 83, Part 1, Käskirja-Rakennustaito Oy (Manual - Building Information Ltd.), Helsinki, 1998, as a design standard, sets of bearing plates floors are usually hardened by converting them into rigid slabs with the help of annular reinforcement (cage) extending over the entire ceiling and consisting of ordinary ribbed reinforcement located inside a horizontal and annular concrete beam, cast in place, and any horizontal forces Nick in the plates, such as wind loads applied to the building may be transferred to the vertical structure, providing rigidity of the building. In other words, when using floor slabs, the horizontal slabs themselves form a horizontal stiffness structure. In accordance with the aforementioned publication, vertical structures, in turn, may have mast stiffeners, slab stiffeners, truss stiffeners or tubular stiffeners. Of course, the well-known aforementioned solution, as such, is functional, however, it requires the implementation of several difficult separate work steps performed at the construction site, all of which require different skills. As a result of this, the construction site often lags behind the schedule of work, as well as the need to incur additional costs.

Publication US-2005/0066612 describes a building frame that is based on vertical tubular steel columns and horizontal steel beams, the columns and horizontal beams being connected to each other using connecting elements located around each column. The purpose of the method is to provide an easily and quickly erected frame, which would become rigid when connecting the columns and beams with each other, i.e. the goal is to provide joints that fully bear the instantaneous (momentary) loads at the joints of the vertical columns and horizontal beams. To this end, the publication proposes the implementation in nodes of vertical columns and horizontal beams of ring structures that actually surround all external surfaces and longitudinal axes of vertical columns, and the transfer of instantaneous loads caused by compression from the beams to the columns causes the appearance of oppositely directed compressive forces that deviate in the vertical direction and re-creating the corresponding moments acting on the columns. To this end, the ring structures in accordance with this publication comprise an inner ring that is fastened, for example, by welding on the outer surface of the vertical columns, and an outer ring, which is fastened, for example, by welding to the ends of the horizontal beams. The inner rings and outer rings are connected by means of tie bolts to prevent them from tearing apart from each other, as well as to equip the outer rings with structural parts that accept tensile stresses. To achieve these goals, the publication also uses dovetail compounds. In particular, the publication attempts to distribute forces between horizontal beams and vertical columns in each node, i.e. at the intersections of numerous columns and numerous horizontal beams. From the point of view of the theory of strength, such a solution can be quite functional and quickly fabricated, however, it involves high production costs, since it requires the use of components subjected to high-precision machining. In addition, as with all purely steel structures, fire safety in this case must be ensured by means of separate structural parts, which are not considered in this publication.

Disclosure of invention

The purpose of the invention is to propose a structure in which floor slabs can be stiffened efficiently so as to withstand any substantially horizontal forces acting on the building, such as, inter alia, wind loads that typically cause slabs overlapping compressive stresses and tensile stresses distributed in various ways. Since the essence of the invention consists in giving the floor slabs rigidity with respect to horizontal compressive stresses and tensile stresses, i.e., as a rule, to bending the floor slab in horizontal directions, in fact, at least two-story buildings are considered in this regard, which various floors can have, of course, any type. These horizontal stresses can be compressive stresses P at one edge of the slab towards the edge, and tensile stresses V towards the edge at the opposite edge of the slab. In this context, the bearing capacity with respect to vertical forces and the provision of building stiffness with respect to vertical forces, which can be implemented in a well-known manner in the form of mast stiffeners, slab stiffeners, truss stiffeners or tubular stiffeners, are not considered accepted, because, from the point of view of the theory of strength, the rigidity of floor slabs does not depend on the bearing capacity and vertical stiffness. Thus, the present invention in no way relates to the provision of rigidity or reinforcement of the floor slab against the effects of vertical stresses, for example, i.e., as a rule, against the effects of vertical bending. Another objective of the invention is to provide such rigidity for floor slabs that could be implemented at a construction site, in particular, with the lowest possible number of work steps and low costs.

The aforementioned problems can be solved and the aforementioned goals are achieved by using the stiffness structure for the supporting floor slabs in accordance with the present invention defined by the characterizing part of paragraph 1 of the claims, as well as using alternative methods of stiffening the supporting floor slabs in accordance with the present invention defined by the clause 11 claims.

Brief Description of the Drawings

The present invention is described below in more detail with reference to the accompanying drawings.

Figure 1 shows a General schematic view of a multi-storey building (when viewed from the outside in a perspective view), in which floor slabs are stiffened in accordance with the present invention.

On figa and 2B shows a pre-installed tubular steel column and a bearing reinforced concrete column, respectively, on which subsequently installed one steel edge beam, preferably a transverse edge beam, in a perspective view, when viewed from the inside of the building in direction I in figure 1.

At this stage, a longitudinal edge beam or a second edge beam that is transverse to said first edge beam may also be installed; or channel beams may be additionally installed and / or, alternatively, various combinations of steel beams may also be installed, such as combinations of edge beams and channel beams.

Figure 3 shows the laying of a reinforced concrete hollow core slab on a transverse steel edge beam installed at the previous stage, in axonometric projection, when viewed from the outside of the building in direction II in figures 1 and 2A, 2B.

It should be understood that already at this stage, the reinforced concrete hollow core slab should also be in contact with a possible longitudinal edge beam or a possible longitudinal channel beam, if such a beam had already been installed.

Figure 4 shows the placement of steel channel beams on the transverse side and the longitudinal side of a reinforced concrete hollow core slab, as well as the structure in accordance with the first embodiment of the invention, in which the channel beams are attached to each other on their side walls using a tensile stress transmission element, wherein tensile stress transmission element is located around the column, which may be continuous, in the drawing, a view which is similar to figure 3.

It should be understood that in accordance with the present invention, the channel beams are attached to each other by means of a tensile stress transmission element in essentially the same way, regardless of whether the channel beams are placed at the installation site only at this stage or they have already been replaced the above method at an earlier stage.

Figure 5 shows the pouring of concrete into the intermediate spaces of steel channel beams and reinforced concrete floor slabs, and channel beams together with concrete form longitudinal reinforcing steel composite beams and transverse reinforcing steel composite beams on the sides of the floor slab located around the columns, in the drawing, the view of which similar to figure 3 and 4.

It is obvious that concrete also becomes attached to the floor slab and to the edge beam (s).

Fig. 6A shows a structure in accordance with a second embodiment of the invention in which the longitudinal edge beams and the transverse edge beams are attached to each other on their lower shelves using a tensile stress transmission element, wherein the tensile stress transmission element is arranged around the column, which may be continuous, in the drawing, a view which is similar to figure 4.

Obviously, for this embodiment, in the step corresponding to FIG. 2A or 2B, in addition to the transverse edge beam, as mentioned above, a longitudinal edge beam must also be installed. This drawing depicts a first embodiment of a tensile stress transmission member.

Fig. 6B shows a structure in accordance with a third embodiment of the invention, in which the longitudinal edge beams and the transverse edge beams are attached to each other on their upper shelves using a tensile stress transmission element, wherein the tensile stress transmission element passes through the column so that on the column in this place sets the continuation of the column, in the drawing, a view which is similar to figa.

Obviously, for this embodiment, in the step corresponding to FIG. 2A or 2B, in addition to the transverse edge beam, as mentioned above, a longitudinal edge beam must also be installed. In addition to the first embodiment, this drawing depicts a second and third embodiment of a tensile stress transmission member.

7 shows an alternative wiring diagram, which has already been mentioned in connection with FIGS. 2A, 2B and in which a combination of a steel edge beam and a steel channel beam, preferably a combination of a transverse edge beam and a cross channel beam, and also a channel beam are mounted on the column transverse to the indicated combination, thus preferably a longitudinal channel beam from the inside of the building, in the drawing, the view of which is similar to FIGS. 2A and 2B.

At the next stage, a reinforced concrete hollow core is laid, and it rests on a transverse steel edge beam and is in contact with at least a longitudinal steel channel beam.

Fig. 8 shows in detail the fastening of the tensile stress transmission element in accordance with the first embodiment of the invention to supporting elements welded to the side walls of the channel beams in a perspective view when viewed from the inside of the building in direction III of Fig. 4. The drawing also shows a first embodiment of a tensile stress transmission member.

On figa shows the relative position of the edge beam and channel beam, and the lower shelf of the channel beam is in contact with the lower shelf of the edge beam, usually based on the upper part of the lower shelf; as well as the reverse side of the reinforced concrete hollow core slab on the lower shelf of the edge beam and, in addition, the concrete filling the space between the edge beam and the channel beam and the space between the edge beam and the hollow core, in the form of a transverse section along the plane IV-IV in Fig. 5. Thus, a composite beam of concrete and a steel sheet is shown, formed by a steel channel beam and concrete inside this beam, without additional reinforcement of concrete.

Fig. 9B shows the mutual arrangement of the edge beam and the reinforced concrete hollow core, the lower shelf of the channel beam in contact with the lower surface of the hollow core, as well as the filling of concrete between the edge beam and the hollow core and between the edge beam and the hollow core, as a cross section along plane VV in figure 4. Thus, a composite beam of concrete and steel sheet is shown, formed by a steel channel beam and concrete inside this beam, without additional longitudinal reinforcement of concrete.

FIG. 10 shows a fourth embodiment of a tensile stress transmission element according to the present invention, in a drawing similar to FIG.

The implementation of the invention

The rigidity design relates to providing rigidity to the bearing floor slabs in buildings 100 having a frame. As a rule, the frame under consideration is independent, at least from the outer skin and, in the general case, also from the internal structures, i.e. the frame is closed from the outside by individual cladding elements or other cladding structures, and from the inside, the interior design is carried out in accordance with the preliminary design. The frame is stiffened by any suitable means, however, since the invention is not related to providing vertical stiffness, this issue is not considered in detail here. In any case, the frame includes load-bearing, factory-made (prefabricated) columns 10, at least in predetermined corners of the building. The prefabricated columns 10 may be steel columns containing angular fasteners 18 for edge beams and / or channel beams, or, alternatively, it may be reinforced concrete columns having fixing consoles 19 for edge beams and / or channel beams. In addition, the frame contains a reinforced concrete floor slab 9, consisting of one or more elements, located in the area defined by these columns, and the floor slab contains two longitudinal sides Sa and two transverse sides Sb, as well as the first corners K1 between them. In principle, a reinforced concrete floor slab can be of any type, but usually and preferably it consists of hollow slabs so that several such slabs can be parallel to each other, forming one of the above-mentioned floor slab 9, i.e. the longitudinal sides Sa of the hollow core slabs parallel to the hollow and the reinforcement, such as prestressed steel cables, are connected to each other. It should be noted that the angle K1 between the longitudinal sides and the transverse sides does not have to be 90 °, i.e. be straight, but may be different from this angle, despite the fact that the right angle is the most common. In principle, the directions of the longitudinal sides can also be different from parallel. Reinforced concrete floor slabs 9 are usually supported by a support on their transverse sides Sb, i.e. on the sides forming the first angle K1 with respect to the longitudinal side (s) Sa of the floor slab 9. For this purpose, the transverse sides Sb of the floor slab 9 contain load-bearing transverse steel edge beams 1b or a combination of load-bearing transverse steel edge beams 1b and transverse composite beams 3b of concrete and steel sheet. The floor slab, preferably the transverse sides Sb of the floor slab, are supported by said load-bearing transverse edge beams 1b. The longitudinal sides Sa of the floor slabs likewise comprise longitudinal steel edge beams 1a or a combination of longitudinal steel edge beams 1a and longitudinal composite beams 3a of concrete and steel sheet. In general, in the area of its longitudinal sides Sa, the floor slab is in contact with the longitudinal edge beams and / or longitudinal composite beams, however, no tangible vertical loads on the columns are transmitted through this zone; vertical loads are transmitted to the columns 10 mainly through the transverse edge beams 1b.

In accordance with the invention, the design of the rigidity of the floor slabs against the effects of horizontal forces, such as horizontal bending, etc., comprises tensile stress transmission elements 30 having an effective L-shape or Δ-shape in the zone of said columns 10. The effective form here refers to the zone of the tensile stress transmission element 30, which perceives or through which the deflecting tensile forces F are applied, acting on it and caused, for example, by horizontal bending. The visible form of the tensile stress transmission element can be, and usually is, L-shaped or Δ-shaped, but it can also be rectangular, square, diamond-shaped, round, oval, etc. The latter forms contain zones that, in essence, do not participate in the perception of tensile stresses F, but in these forms the effective region of load perception also has an almost L-shaped or Δ-shaped shape. All these forms comprise a first voltage transmission arm 31 and a second voltage transmission arm 32, as well as a second angle K2 between these two arms. Of course, the L-shaped form has shoulders that are clearly visible, however, in the Δ-shaped form, i.e. in a triangular shape, the areas adjacent to the two sides work exactly the same as the visible shoulders, in other words, the areas located in the direction of the sides, between which there is a second angle K2, can be called shoulders 31, 32. The same is true and for all other flat element shapes. This can be clearly seen in figv; even if the L-shape was closed so that it contained a triangle or square, as illustrated by the dashed line, the L-shape, which mainly perceives the tensile stress F, still exists inside the triangle or square, and the triangular the shape is inside the quadrangle. It is obvious to a person skilled in the art that, to a greater or lesser extent, stresses in an element always extend beyond any theoretical field, exerting, to a certain extent, an effect on strength and stiffness; for this reason, both L-shaped and Δ-shaped are considered in this document. However, any areas that go beyond these limits can be considered insignificant. The tensile stress transmission elements 30 may be plate-like, i.e. flat or plate-like, as in the embodiments of FIGS. 4, 6A, 6B and 8, or tensile stress transmission elements 30 may include side bends 33 mainly at the edges located in the direction of the arms 31, 32, as shown in FIG. 10 moreover, this form is also included in the specified L-shaped and Δ-shaped.

The second angle K2 between the arms 31 and 32 of the tensile stress transmission element 30 is selected so that it has the same value as the first angle K1 between the longitudinal side Sa and the transverse side Sb of the floor slab 9. Thus, both angles K1, K2 are more often total 90 °, but can also be smaller or larger. When mounted in place, the first shoulder 31 of the tensile stress transmission element 30 is located in the direction of the longitudinal side Sa of the floor slab and is attached to the specified longitudinal edge beam 1a and / or to the specified longitudinal composite beam 3a, and the specified second shoulder 32 is located in the direction of the transverse side Sb of the plate overlapping and attached to the specified transverse edge beam 1b and / or to the specified transverse composite beam 3b. These L-shaped or Δ-shaped tensile stress transmission elements 30 may have a cross-sectional profile of sheet steel, as in FIGS. 4, 6A, 6B and 8, or a profile of angle steel, as in FIG. 10. The stripes (or corners) form the aforementioned first angle K1 directly with their flat surfaces or in the plane of one of the corner flanges. The arms 31, 32 of said L-shaped or Δ-shaped tensile stress transmission elements 30 are attached either to the channel beams 2a, 2b, i.e. to composite beams 3a, 3b, or directly to the edge beams 1a, 1b. In the case of channel beams 2a, 2b, i.e. of composite beams 2a, 3b, supporting elements 14 are usually welded to them, usually to the side wall 23 of channel beams, and the tensile stress transmission elements 30 are attached to the supporting elements, despite the tensile stress transmission element in accordance with FIG. 10 can be attached directly to the channel beam using its side bend 33. In the case of edge beams 1a, 1b, tensile stress transmission elements 30 are attached either to the lower shelves 12 or to the upper shelves 11 of the edge beams on a flat the surface of the transmission element (tensile stresses), and a possible lateral bend 33 works as an additional element of rigidity or reinforcement. The connection of the arms 31, 32 of the tensile stress transmission elements with the edge beams or with the channel beams of the composite beams can be performed using bolts 15 and / or rivets 17 and / or welding 16. If the supporting elements 14 are used in the structure, they are steel strips or steel corners located in the length direction of the channel beams 2a, 2b, and are welded to the side walls 23 of the channel beams. In this case, the arms 31, 32 of said L-shaped or Δ-shaped tensile stress transmission elements 30 are attached to at least said strips or corners of channel beams. However, when using tensile stress transmission elements 30 with a lateral bend, their lateral bends 33 are placed in the direction of the channel beams and are preferably attached to the side wall 23 of the channel beams as described above.

The transverse steel edge beams 1b and the possible longitudinal steel edge beams 1a comprise a narrower upper shelf 11 and a wider lower shelf 12, and between them either one wall or two walls 13 that are located at an alternating or constant distance from each other, as shown, in particular, on figa. The specified one or more reinforced concrete floor slabs 9 are supported by their lower surfaces Pd on the wider lower shelves 12 of the edge beams or in contact with the wider lower shelves 12 of the edge beams. Typically, the load from the floor slab 9 is transferred to the columns, primarily through the transverse edge beams 1b.

The longitudinal composite beams 3a of concrete and steel sheet and the transverse composite beams 3b of concrete and steel sheet consist of channel beams 2a, 2b having a horizontal, wider, lower shelf 22 and an opposite, narrower, upper edge shelf 21, as well as connecting their side wall 23. Said reinforced concrete floor slab 9 is in contact with its lower surface Pd with the lower flanges 22 of channel beams, which form longitudinal composite beams in case the longitudinal sides Sa include only channel channels and forming longitudinal composite beams. On the other hand, the lower flanges 22 of the channel beams 2a, 2b, which form the longitudinal composite beams and the transverse composite beams, are in contact with the wider lower flanges 12 of the transverse steel edge beams 1b and the possible steel edge beams 1a if both the longitudinal sides Sa and the transverse sides of Sb include edge beams. These composite beams 3a and 3b of concrete and steel sheet form the frame of the structure, consisting of a reinforced concrete floor slab 9 and supporting prefabricated columns 10, however, composite beams, edge beams or tensile stress transmission elements do not surround individual columns, but only come into contact with them along one side or, at most, on two sides of the columns. It should be understood that the frame, in General, contains columns 10 ', different from the specified corner columns 10, and the composite beams, edge beams and possible direct transmission elements of tensile stress, as noted above, are also connected to these columns 10', for example, on one side of it. Channel beams are attached to a parallel edge beam, usually by means of a weld 40, which is preferably performed in advance. In other words, in the most preferred embodiment, the edge beam and the channel beam are set in place as a unit. Thus, at least the transverse edge beam 1b and the transverse channel beam 2b are attached to each other by means of a weld 40 between the lower shelf 12 and the lower shelf 22, and a longitudinal channel beam and a possible longitudinal edge beam are respectively attached to each other.

In addition, in the described construction, pipe holders 50 can be made, which, at least in their upper sections, are attached to the upper edge flanges 21 of the channel beams, and the pipe holders can be attached to the free inner edge 24 of the upper edge flange 21, or, alternatively, pipe holders can pass through the upper edge flange 21 and be located above it. The lower end 51 of the pipe holders 50 is either closed by a separate plug 53, or touches the lower shelf 22 of the channel beams so that concrete B does not fall into the pipe holder, and the upper end 52 is open or can be opened upward, and supports 56 of the railing can be inserted into the pipe holders ( not shown in the drawings) or other fasteners for equipment used at the construction site. The pipe holders, which are spaced along the channel beams 2a, 2b, are attached to the channel beams, for example, by means of welds 55. It goes without saying that during the construction process the upper end can also be closed with an easily removable temporary plug to prevent concrete B from entering the pipe holder .

As a result, we can conclude that, in accordance with the invention, as the first embodiment, channel beams 2a, 2b of composite beams 3a, 3b of concrete and steel sheet together with L-shaped or Δ-shaped tensile stress transmission elements 30 connecting the channel beams the beams with each other, without additional reinforcing concrete, form a rigidity structure for each floor slab against the influence of horizontal forces exerted on them from the outside, and as another option, the edge beams 1a, 1b are partially closed composite beams made of concrete and steel sheet, together with L-shaped or Δ-shaped elements 30 transmit tensile stresses connecting channel iron beams to each other without additional concrete reinforcing form a stiffening structure of each slab.

As part of the method for ensuring the rigidity of the bearing floor slabs in buildings, a different sequence of work steps can be applied, the result of which, in any case, is to obtain the rigidity structure of the floor slab in accordance with the present invention. In accordance with the method according to the invention, as well as in any variant of the sequence of work during the installation on the construction site of the frame, which is independent of the cladding of the building 100, the bearing prefabricated columns 10 are first installed at least at predetermined corners of the building, however, as see from figure 1, most often they are also installed in the spaces between the corner columns, and then, in addition to the sides of the building, possibly also on the internal area of the building. However, the present invention in no way relates to columns that are installed on the inside of a building, and may not be taken into account in this context. The invention primarily relates only to corner columns 10, although the same technology applied to corner columns 10 can be partially (and only partially) applied to the connecting elements of columns 10 'located on the axes between the corner columns 10 and floor slab 9. If necessary, use intermediate columns 10 'that are on the same axis as the corner columns 10; for these intermediate columns 10', not L-shaped or Δ-shaped tensile stress transmission elements are used, but most often straight or linear 30 lementy transmission of tensile stresses. The following steps have several embodiments.

Firstly, supporting transverse steel edge beams 1b can be mounted on columns 10. There are two alternatives below. In the first embodiment, a reinforced concrete floor slab 9, consisting of one or more elements, can be laid on the transverse edge beams so that its transverse sides Sb rest on the upper part of the lower shelves 12 of the transverse edge beams 1b, after which the transverse steel channel beams 2b and longitudinal steel channel beams 2a can be placed on the transverse sides Sb and on the longitudinal sides Sa of the floor slab without additional reinforcing concrete in the direction of their length so that the lower shelves 22 of the seam Lerne beams in contact with the lower surface Pd concrete slab 9 and / or with the lower flanges 12 of edge beams. In the second embodiment, the transverse steel channel beams 2b and the longitudinal steel channel beams 2a are placed between the columns, and only after that the reinforced concrete floor slab 9, consisting of one or more elements, is laid on the transverse edge beams 1b so that the transverse sides Sb rest on the upper part of the lower shelves 12 of the transverse edge beams, and the longitudinal sides Sa are in contact with the lower shelves 22 of the longitudinal channel beams 2a.

Secondly, on the columns 10, a combination of supporting transverse steel edge beams 1b and transverse channel beams 2b without additional reinforcement of concrete in the direction of their length can be installed, and the lower shelf 22 of the transverse channel beam of this combination is in contact with the lower shelves 12 of the transverse edge beams 1b. There are two alternatives below. In the first embodiment, the reinforced concrete floor slab 9, consisting of one or more elements, can be laid on the transverse edge beams so that its transverse sides Sb rest on the upper part of the lower shelves 12 of the transverse edge beams 1b, after which the longitudinal steel channel beams 2a can be placed on the longitudinal sides Sa of the floor slab without additional reinforcing concrete in the direction of their length so that said lower flange 22 is in contact with the lower surface Pd of the reinforced concrete slab p floors 9. In the second embodiment, longitudinal steel channel beams 2a are placed on the columns without additional reinforcement of concrete in the direction of their length so that the specified lower shelf 22 is in contact with the lower surface Pd of the reinforced concrete floor slab 9, and only after that the reinforced concrete floor slab 9, consisting of one or more elements, is laid on the transverse steel edge beams 1b so that its transverse sides Sb rest on the upper part of the lower shelves 12 of the transverse edge beams 1b, a p the rhombic sides of Sa are in contact with the lower shelves 22 of the longitudinal channel beams 2a.

Thirdly, longitudinal steel edge beams 1a and load-bearing transverse steel edge beams 1b or a combination of longitudinal steel edge beams 1a and longitudinal steel channel beams 2a, as well as load-bearing transverse steel edge beams 1b and transverse steel channel beams 2b without additional reinforcement of concrete in the direction of their length, and the lower shelf 22 of the transverse channel beam of this combination is in contact with the lower shelves 12 of the transverse edge beams 1b, after which the reinforced concrete slab The slab 9, consisting of one or more elements, can be stacked on the transverse edge beams 1b so that its transverse sides Sb rest on the upper part of the lower shelves 12 of the transverse edge beams 1b, and the longitudinal sides Sa are in contact with the lower shelves 12 of the longitudinal edge beams 1a .

The tensile stress transmission elements 30 in accordance with the present invention are attached either before the floor slab 9 is put in place, or after the floor slab 9 is put in place. Effectively L-shaped or Δ-shaped tensile stress transmission elements 30 comprising a first stress transmission arm 31 and a second stress transmission arm 32, as well as a second angle K2 located between the two arms, can, among other things, be attached between the transverse channel beams and the longitudinal channel beams so that the first shoulder 31 is located in the direction of the longitudinal side Sa of the floor slab and the longitudinal channel beam 2a and is attached to this longitudinal channel beam, and the second shoulder about 32 is located in the direction of the transverse side Sb of the floor slab and the transverse channel beam 2b and is attached to this transverse channel beam. Alternatively, the data is effectively L-shaped or Δ-shaped tensile stress transmission elements 30 comprising a first stress transmission arm 31 and a second stress transmission arm 32, as well as a second angle K2 located between the two arms, can, among other things, be attached between transverse edge beams and a longitudinal edge beam so that the first shoulder 31 is located in the direction of the longitudinal side Sa of the floor slab and the longitudinal edge beam 1a and is attached to this longitudinal edge beam, and the decree This second shoulder 32 is located in the direction of the transverse side Sb of the floor slab and the transverse edge beam 1b and is attached to this transverse edge beam. In principle, the attachment of tensile stress transmission elements 30 between the channel beams or between the edge beams can be performed at any time after laying the said beams in place between the columns 10.

At the final stage, concrete B is poured in such a way that at least the intermediate spaces between the steel channel beams and the reinforced concrete floor slab are filled with concrete, and the channel beams together with the concrete form the longitudinal composite beams 3a of concrete and steel sheet and the transverse composite beams 3b of concrete and steel sheet on the longitudinal sides of Sa and the transverse sides of Sb of the floor slab with the surroundings of columns 10. During the wet stage of concreting, the channel beams 2a, 2b are supported by supporting strips 34 placed at a certain distance from each other and extending from the boundary between the lower flange of the channel beam and the side wall either to the upper surface Pc of the reinforced concrete slab 9 or to the upper surface of the upper flange 11 of the edge beam 1a, 1b. The supporting strips 34 do not affect the strength and rigidity of the structure after concreting. Channel beams 2a, 2b may have a more complex shape, facilitating adhesion between them and concrete B and providing stronger and more rigid composite beams 3a, 3b. Concrete B may be ordinary concrete or cellular concrete, i.e. foam concrete, or concrete with lightweight aggregates, or some other concrete containing a filler or a combination of fillers, or some other mass that transfers compressive stresses. Thus, the binder may be a substance other than cement.

Claims (11)

1. The design of the supporting slabs in buildings having a frame containing:
- supporting columns (10) located at least in predetermined corners of the building;
- reinforced concrete slab (9), located in the area defined by these columns, consisting of one or more elements and having two longitudinal sides (Sa), two transverse sides (Sb) and the first corners (K1) between them;
- longitudinal steel beams located on the longitudinal sides of said floor slab, the floor slab in contact with the longitudinal beams; and
- transverse steel beams located on the transverse sides of the specified slab, and the slab is in contact with the specified transverse beams (1b);
- connecting elements (30) located in the region of said columns (10) having a first shoulder (31), a second shoulder (32) and a second angle (K2) between two shoulders equal to the first corner (K1);
moreover, the first shoulder (31) is attached to the specified longitudinal beam, and the second shoulder (32) is attached to the specified transverse beam, characterized in that said floor slabs contain a stiffness structure in which:
- said longitudinal steel beams are steel edge beams (1a) containing at least a wider lower shelf (12) and a wall or walls (13), or a combination of longitudinal steel edge beams (1a) and longitudinal composite beams (3a ) of concrete and steel sheet, or longitudinal composite beams (3a) of concrete and steel sheet;
- said transverse steel beams are load-bearing steel edge beams (1b) containing at least a wider lower shelf (12) and a wall or walls (13), or a combination of load-bearing transverse steel edge beams (1b) and transverse composite beams (3b) concrete and steel sheet,
- said connecting elements (30) are effectively L-shaped or Δ-shaped elements (30) for transmitting tensile stresses that perceive at least deflecting horizontal tensile forces (F), and these shoulders (31, 32) represent themselves are voltage transmission arms extending in the directions of said longitudinal / transverse sides (Sa, Sb) of the floor slab and attached to said longitudinal / transverse edge beams (1a, 1b) and / or to said longitudinal / transverse composite beams (3a, 3b), with n the transverse sides (Sb) of one or more reinforced concrete floor slabs (9) are supported by their lower surfaces (Pd) on the wider lower shelves (12) of the transverse edge beams (1b), and the longitudinal sides (Sa) of one or more reinforced concrete floor slabs (9 ) are in contact with the longitudinal edge beams (1a) and / or with the longitudinal composite beams (3a). 2. The construction according to claim 1, characterized in that said L-shaped or Δ-shaped tensile stress transmission elements (30) have a cross-sectional shape of strip or corner steel and form said first angle (K1) in the plane of its surface or in the plane one flange of the corner, and the shoulders (31, 32) of the L-shaped or Δ-shaped elements (30) of the transmission of tensile stresses are attached either directly to the edge beams (1a, 1b) or to the supporting elements (14) welded to the composite beams ( 3a, 3b), wherein said shoulder attachment (31, 32) the transmission elements of tensile stresses to the edge beams or to the composite beams are made with bolts (15) and / or by welding (16) and / or by rivets (17). 3. The construction according to claim 1 or 2, characterized in that the transverse steel edge beams (1b) and, possibly, the longitudinal steel edge beams (1a) contain a narrower upper shelf (11) and either one wall or two walls (13 ), which extend at a variable or constant distance from each other between a wider lower shelf (12) and a narrower upper shelf (11), and one or more reinforced concrete floor slabs (9) are supported by their lower surfaces (Pd) on wider lower flanges (12) of the transverse edge beams (1b) in order to absorb loads and in contact with the wider lower shelves (12) of the longitudinal edge beams (1a) without transmitting a vertical load. 4. The construction according to claim 1 or 2, characterized in that the longitudinal composite beams (3a) of concrete and steel sheet contain channel beams (2a) having a wider horizontal lower shelf (22) and the opposite narrower upper edge shelf (21 ) and the side wall (23) connecting them, and the reinforced concrete floor slab (9) on its lower surface (Pd) is in contact with the lower shelves (22) of the longitudinal composite beams, or the lower shelves (22) of these longitudinal composite beams are in contact with the wider lower shelves (12) longitudinal steel cr evyh beams (1a). 5. The construction according to claim 1 or 2, characterized in that the transverse composite beams (3b) of concrete and steel sheet are channel beams (2b), which have a wider horizontal lower shelf (22) and the opposite narrower upper edge shelf (21) and the side wall (23) connecting them, wherein the lower flanges (22) of these transverse composite beams are in contact with at least the wider lower flanges (12) of the transverse steel edge beams (1b). 6. The construction according to claim 1 or 2, characterized in that the said composite beams (3a, 3b) of concrete and steel sheet surround the entire reinforced concrete floor slab (9) and columns supporting it (10), and channel beams (2a and 2b ) of these composite beams (3a, 3b) made of concrete and steel sheet, together with L-shaped or Δ-shaped elements (30) of the transmission of tensile stresses connecting the channel beams together, without additional reinforcing for concrete, form a stiffness structure for each floor slab, wherein the edge beams (1a, 1b), partially closed by the indicated composite beams made of concrete and steel sheet, together with L-shaped or Δ-shaped elements (30) of the transmission of tensile stresses connecting the channel beams together, without additional reinforcement for concrete, form a stiffness structure for each floor slab. 7. The construction according to claim 3, characterized in that said support elements (14) are steel strips or angles that extend in the length direction of the channel beams (2a, 2b) and are welded to the side walls (23) of the channel beams, and the shoulders (31, 32) of said L-shaped or Δ-shaped tensile stress transmission elements (30) are attached to at least said strips or corners of channel beams. 8. The construction according to claim 1 or 2, characterized in that the longitudinal sides (Sa) of the floor slab (9) are formed by longitudinal steel edge beams (1a), and the transverse sides (Sb) of the floor slab (9) are formed by transverse steel edge beams ( 1b), the shoulders (31, 32) of said L-shaped or Δ-shaped tensile stress transmission elements (30) attached to the lower shelves (12) or to the upper shelves (11) of the edge beams. 9. The construction according to claim 1 or 2, characterized in that the columns (10) are steel columns having angular fasteners (18) for edge beams and / or channel beams, or reinforced concrete columns having fixing consoles (19) for edge beams and / or channel beams. 10. The construction according to claim 1 or 2, characterized in that it further comprises pipe holders (50), which are attached to the upper edge flanges (21) of the channel beams (2a, 2b) at least in their upper sections; the lower end (51) of the pipe holders is closed, and their upper end (52) is open or can open upward. 11. The method of stiffening the bearing floor slabs in buildings, which includes the following steps at the construction site when installing the frame, independent of the building cladding (100):
- installation of the supporting columns (10), at least in the predetermined corners of the building;
- installation on columns or at least bearing transverse steel edge beams (1b) having a narrower upper shelf (11) and a wider lower shelf (12) and containing one wall or two walls (13) between them alternating or at a constant distance from each other, or combinations of at least supporting transverse steel edge beams (1b) having a narrower upper shelf (11) and a wider lower shelf (12) and containing one wall or two walls (13) passing at a variable or constant distance dr ug from each other, and transverse channel beams (2b) having a wider horizontal lower flange (22), a narrower upper edge flange (21) opposite it and connecting their side wall (23), without additional reinforcing concrete in the direction of their length, wherein said lower shelf (22) in combination of beams is in contact with the lower shelves (12) of said transverse edge beams (1b); and then performing the following steps in a predetermined sequence:
- a reinforced concrete slab (9) having upper and lower surfaces (Pc, Pd), two longitudinal sides (Sa), two transverse sides (Sb) and the first angle (K1) between them is laid on the transverse steel edge beams (9), and consisting of one or more elements, so that its transverse sides (Sb) rest on the upper part of the lower shelves (12) of the transverse edge beams (1b);
- longitudinal steel edge beams (1a) are installed on the columns if these longitudinal edge beams are included in the stiffness structure, and the edge beams (1a) contain a narrower upper shelf (11), a wider lower shelf (12) and one wall or two walls (13) located between them and passing at an alternating or constant distance from each other, with the specified lower shelf in contact with the lower surface (Pd) of the floor slab (9);
- install longitudinal steel channel beams (2a) on the longitudinal sides (Sa) of the floor slabs, if they have not been previously installed, and install transverse channel beams (2b) on the transverse sides (Sb) of the floor slab, and the channel beams contain a wider horizontal lower shelf (22), opposite to it a narrower upper edge shelf (21) and connecting their side wall (23), without additional reinforcement for concrete in the direction of their length, so that the specified lower shelf (22) is in contact with the lower surface Stew (Pd) of reinforced concrete slab (9) and / or with the lower flanges (12) of said edge beams (1a, 1b);
- fasten between the transverse channel beams and the longitudinal channel beams effectively L-shaped or Δ-shaped tensile stress transmission elements (30), comprising a first stress transmission arm (31), a second stress transmission arm (32) and a second angle (K2) between two shoulders, so that the first shoulder (31) is located in the direction of the longitudinal side (Sa) of the floor slab and the longitudinal channel beam (2a) with attachment to this longitudinal channel beam, and the second shoulder (32) is located in the direction of the transverse side (Sb) floor slabs and transverse channel beams (2b) with attachment to this transverse channel beam, or
- fasten between the transverse edge beams and the longitudinal edge beams effectively L-shaped or Δ-shaped tensile stress transmission elements (30), comprising a first stress transmission arm (31), a second stress transmission arm (32) and a second angle (K2) between two shoulders, so that the first shoulder (31) is located in the direction of the longitudinal side (Sa) of the floor slab and the longitudinal edge beam (1a) with attachment to this longitudinal edge beam, and the second shoulder (32) is located in the direction of the transverse side (Sb) plate lane and lateral covering of the edge beam (1b) with the attachment to the edge of this transverse beam, and, in conclusion,
- pour concrete (B) in such a way that concrete fills at least the intermediate spaces between the steel channel beams and the reinforced concrete floor slab, and the channel beams together with concrete form longitudinal composite beams (3a) of concrete and steel sheet and transverse composite beams (3b) of concrete and steel sheet on the longitudinal sides (Sa) and on the transverse sides (Sb) of the ceiling surrounding the columns (10).

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