Residential building structure, and method for dimensioning thereof

Abstract

A method for dimensioning structures for residential buildings comprises the steps of supplying a metal framework, comprising a plurality of pillars (10) positioned vertically and parallel to each other, and arranging between at least two pillars (10) of the metal framework at least one self-supporting panel (12), coupled in a labile manner to said pillars (10), in such a way that one degree of freedom is allowed between said panel (12) and said pillars (10).

Description

Technical field

[0001] The present invention generally relates to the field of residential construction; in particular, the invention relates to a residential building structure and to a method for the dimensioning thereof.Background art

[0002] To address the issues related to the high degree of craftsmanship required by a traditional approach in construction techniques, the prior art envisages the replacement of important work steps from the identified construction site in favour of a location intended for the production of structural elements, suitably industrialised.

[0003] Such methods are referred to as "off-site", and generally employ materials whose use is also defined as "dry", insofar as materials are used that substantially do not require water.

[0004] In known construction methods of the aforementioned type, the materials employed to create the structures with an "off-site" approach are mainly timber, steel and concrete. In particular, technologies employing timber or steel mainly have the following features.

[0005] The former use engineered timber structural elements, such as CLT (Cross-Laminated Timber) and Timber-Frame (commonly referred to as frame construction). Both structural solutions allow a wide "off-site" approach, and the structure is made with timber elements that behave, from a structural point of view, like load-bearing walls. As a consequence, they must have spans that, although varying according to the expected stresses with reference to the installation area, are around 4.5 / 5 m at most. Another common aspect is the insulation of the walls, which is placed on the outside of the infill walls, which also perform a structural function. In some cases, the insulation is placed both outside and inside the infill, thus creating layer compositions designed to integrate with the installation steps on site.

[0006] Steel construction types, on the other hand, provide for the insertion of heavy steel elements (point structure), arranged following a dedicated engineering process, and assisted by lightweight steel frames that act as infill. Sometimes they also play a structural role similar to that of "load-bearing walls".

[0007] Timber, where used in such solutions, has the sole role of supporting the various layers of the infill stratigraphy.

[0008] However, the engineered stratigraphies are complex and include a considerable number of alternating layers, which in turn make the product placed on the market difficult to adapt, while requiring a large amount of on-site labour.

[0009] An example of a structure provided with timber panels is also known from US 2012 / 137610 A1. In that example, the timber panels, having a structural function, are coupled to a metal framework having a non-structural function, which acts as a support for decorative battens.Summary of the invention

[0010] One object of the present invention is to overcome the aforementioned limitations.

[0011] To achieve this result, a method for dimensioning structures for residential buildings, and a residential building structure according to the present invention, provide for supplying a metal framework having a structural function, and at least one self-supporting panel (conveniently non-structural, i.e. not intended to perform a load-bearing function with respect to the vertical loads of the building), coupled to the framework in a labile manner, that is, in such a way that the panel can move relative to the pillar, accommodating for example expansions or deformations of the structure.

[0012] Such a configuration therefore differs from the aforementioned example of the prior art, in particular because the latter, contrary to what is provided by the present invention, includes a non-load-bearing metal framework coupled to load-bearing timber paneling.

[0013] Preferably, the panel is configured to extend substantially to cover the entire span or distance between two pillars, and has a thickness that is preferably a function of the characteristic elastic modulus of the panel material.

[0014] According to one embodiment of the present invention, the use of a point steel structure is provided, dimensioned in a modular and standardised manner, according to a "hangar-type" approach from a structural point of view. This is made possible by the fact that the structural module can be produced with very large spans (for example, 8 m). It is therefore possible to obtain a heavy, hot-dip galvanised steel structure that can be assembled in a few days at the site of intervention.

[0015] The infill walls can instead be made at least in part of timber, in order to take full advantage of the ductility of this material, which also boasts excellent hygroscopic properties, is quick to install, and lends itself well to "off-site" prefabrication. The external infill of the peripheral walls can, for example, be made using CLT panels. This technical choice provides for using this material mainly to perform a function of resisting horizontal thrust loads and not vertical loads, thus substantially relieving the infill from any structural burden.

[0016] This makes it possible to have a product that is very quick to assemble on site, and also allows a wide possibility of customising the infill as regards the insulating component.

[0017] Such a combined use of two structural technologies, which today are instead used in an exclusive manner, is particularly facilitated by the possible use of structural joining elements that make it possible to stably connect the two materials while allowing them to move independently, following the natural expansions that the two materials may undergo.

[0018] A modular solution therefore follows, and can be used on a wide scale to engineer architectural solutions of various kinds.

[0019] The structural modules thus obtained embrace architectural forms of greater complexity compared to solutions that employ only steel or only timber, thanks to the larger spans (and the resulting internal architectural freedom in the layout).

[0020] Furthermore, thanks to the fastening system, which may use sliding skids and slotted plates, it is possible to decouple the thermal expansion of steel from that of timber, thereby eliminating the stresses generated by the different thermal expansion coefficients.

[0021] This allows for greater flexibility in the application of insulating materials, without compromising design and / or construction capability.

[0022] In addition, construction times are reduced compared with the current ones, when only steel or only timber is used.

[0023] Among the advantages, the simplification of the structural plan can be mentioned, which allows for greater architectural freedom in geometries (in terms of external shapes and internal subdivisions), and the fact that the insulating material can, for example, be inserted internally and not as external cladding, also allows unskilled personnel to carry out the installation operations.

[0024] The operations can be carried out "off-site", without the large amount of investment currently required to create production lines that then prove difficult to update.

[0025] The further advantage of being able to use CLT-structured panels as infill walls, avoiding external cladding and placing the insulation inside the wall (in the thickness occupied by the steel structure), makes it possible to apply the same insulation more quickly and with less specialised labour, while at the same time ensuring better performance in relation to thermal bridges and airtightness, at costs comparable to cases where traditional timber or steel structural technologies are employed.

[0026] The system with labile fastenings, which allows the steel structure to be structurally decoupled from the timber one, finally makes it possible not to impose limitations on the height of the building, apart from the structural limitations of steel.

[0027] The aforementioned and other objects and advantages are achieved, according to an aspect of the invention, by a residential building structure and a method for its dimensioning, having the characteristics defined in the appended claims. Preferred embodiments of the invention are defined in the dependent claims.Brief description of the drawings

[0028] The functional and structural characteristics of some preferred embodiments of a structure and a method according to the invention will now be described. Reference is made to the attached drawings, wherein: Figure 1 is a schematic view of a portion of a vertical wall, comprising part of a supporting framework and a plurality of self-supporting panels, coupled to one another and / or to the framework by means of coupling elements, according to an embodiment of the present invention; Figures 2 and 3 are two graphs showing the values of the thickness of the self-supporting panel (in cm) as a function of a dimension of the cross-section of the pillars and of the span or distance between the pillars to which the panel is to be coupled, according to an embodiment of the present invention; Figures 4 and 5 are two tables reporting the values of the thickness of the self-supporting panel (in cm) as a function of the elastic modulus of the material and of the span or distance between the pillars to which the panel is to be coupled, according to an embodiment of the present invention; and Figures 6 to 8 are schematic views of coupling elements, according to respective embodiments of the present invention. Detailed description

[0029] Before explaining in detail a plurality of embodiments of the invention, it should be clarified that the invention is not limited in its application to the construction details and to the configuration of the components presented in the following description or illustrated in the drawings.

[0030] The invention can assume other embodiments and of be implemented or realised practically in various ways. It should also be understood that the phraseology and terminology are for descriptive purposes and should not be interpreted as limiting.

[0031] With exemplary reference to the figures, a method for dimensioning structures for residential buildings comprises the steps of supplying a metal framework, comprising a plurality of pillars 10 positioned vertically and parallel to each other, said framework having a structural function and being adapted to support the vertical loads of the building, and arranging between at least two pillars 10 of the metal framework at least one self-supporting panel 12, coupled in a labile manner to said pillars 10, in such a way that one degree of freedom is allowed between said panel 12 and said pillars 10 (preferably with respect to a vertical direction). The coupling is conveniently configured in such a way as to allow the panel 12 to move relative to the supporting framework (or vice versa), following for example expansions and / or physiological settlements of the structure.

[0032] Preferably, the step of arranging the at least one self-supporting panel (12) is provided, in such a way that it horizontally extends substantially to cover the entire span (L) or distance between two pillars (10).

[0033] The panels 12 are self-supporting in the sense that, in addition to performing their own function (infill, covering, partitioning, etc.), they also have the function of supporting themselves (and preferably also a possible overload).

[0034] Preferably, the panels 12 are configured to mainly perform a function of resistance to horizontal thrust loads and not vertical loads, thus substantially relieving the infill walls of any structural burden. The panels 12 are therefore preferably configured not to perform a structural or load-bearing function with respect to the vertical loads of the building, i.e. they are not intended or suitable to perform such a structural or load-bearing function.

[0035] Alternatively or in combination with the embodiments described and illustrated above, the method may comprise the step of determining a thickness SP of the panel 12 as a function of the characteristic elastic modulus of the material of the panel 12, or of the elastic modulus resulting from the average of the characteristic elastic moduli of the materials of which said panel 12 is composed.

[0036] The framework may comprise, in addition to the vertical pillars 10, also horizontal beams 11 and / or reinforcements or bracing elements 13, in the form for example of slats or timber joists, which connect multiple vertically adjacent panels 12, stiffening them.

[0037] Preferably, the span L between the two pillars 10 into which the self-supporting panel 12 is to be inserted is between 3000 mm and 12000 mm.

[0038] According to a preferred embodiment, the thickness SP of the self-supporting panel 12 is determined by the formula SP = a / (b - c ·ME), in which parameter a is a function of the length of one side of the pillar 10, parameters b and c are two constants, and parameter ME is the characteristic elastic modulus of the material of the panel 12, or the elastic modulus resulting from the average of the characteristic elastic moduli of the materials of which said panel 12 is composed.

[0039] Preferably, parameter a corresponds to the length DP of the largest side of a cross-section of the pillar 10. According to a preferred embodiment, parameter DP is equal to the ratio between the span L and an integer value CF between 15 and 50, also referred to hereinafter as the "fractionation coefficient". Parameter CF may be selected within said interval as a function of the dimensions of the structure envisaged or desired during the design stage, and is mainly relevant for defining the limits within which the thickness of the panel fully meets the dimensional conditions provided by the present invention, according to an embodiment thereof.

[0040] Preferably, b = 4 (more preferably, b = 4.079), c = 0.05 (more preferably, c = 0.0526), and ME is between 1 GPa and 70 GPa (more preferably, ME is between 10 GPa and 14 GPa).

[0041] Figures 2 and 3 show two graphs reporting the values of the thickness SP of the self-supporting panel as a function of a DP dimension of the pillar cross-section and of the span or distance between the pillars to which the panel is to be coupled, obtained using the formula and the parameters mentioned above, adopting ME = 11.6 GPa. The SP values are expressed here rounded up to the first integer number.

[0042] The tables of figures 4 and 5 instead report the values of the thickness SP of the self-supporting panel as a function of the elastic modulus ME of the material and of the span L between the pillars to which the panel is to be coupled, obtained using the formula and the parameters mentioned above, adopting respectively a parameter CF = 50 and CF = 15, according to an embodiment of the present invention. The SP values are expressed here rounded up to the first integer number.

[0043] Below is provided a table showing the ranges of the DP values (pillar dimension) and SP values (panel thickness) as the span L varies, assuming the Elastic Modulus of laminated timber (11.6 GPa), according to an embodiment of the invention.

[0044] These values were calculated assuming DP = L / CF (with CF between 15 and 50), and SP = DP / (4.079 - 0.0526×ME). ME 11.600STANDARD FRAMESTANDARD PANELSPANPILAR DIMENSION (range including the ends in cm)PANEL THICKNESS (range including the ends in cm)3 6 - 202 - 64 8 - 274 - 85 10 - 344 - 106 12 - 404 - 127 14 - 476 - 148 16 - 546 - 169 18 - 606 - 1810 20 - 676 - 2011 22 - 746 - 2212 24 - 806 - 24

[0045] According to a further aspect of the invention, a residential building structure comprises a metal framework, which includes a plurality of pillars 10 positioned vertically and parallel to each other, said framework having a structural function and being adapted to support the vertical loads of the building, and at least one self-supporting panel 12, positioned between at least two pillars 10 of the metal framework and configured according to any of the embodiments described and illustrated above.

[0046] Preferably, the panel 12 is made at least in part of engineered timber, for example laminated timber or CLT (or XLam).

[0047] At least one coupling element 14, 16, 18 may be provided, suitable for coupling the panel 12 to a respective pillar 10, said coupling element 14, 16, 18 being configured to be fixed to one between the panel 12 and the pillar 10, and to engage the other between the panel 12 and the pillar 10 in such a way that a degree of freedom is allowed between the latter and the coupling element 14, 16, 18 (preferably with respect to the vertical axis), so that the panel 12 is secured in a movable manner to the pillar 10, i.e. the panel 12 is allowed to slide relative to the other element to which it is coupled (or vice versa), owing for example to expansions and / or settlements of the respective materials.

[0048] As illustratively shown in figure 6, the coupling element 14 may be substantially shaped as a clamp, and may have a central hole through which a retaining means 15 (for example, a screw) passes, suitable for fixing the coupling element 14 to the panel 12, said coupling element 14 being positioned so that one of its ends engages the pillar 10, so as to slidably secure the coupling element 14 to said pillar 10.

[0049] As illustratively shown in figure 7, the coupling element 16 may be L-shaped, and may comprise two perpendicular plates coupled respectively to the pillar 10 and to the panel 12, wherein one or both plates have through slots 17, adapted to slidably receive the retaining means intended to engage said plates to the respective pillar 10 or panel 12, in such a way that the latter is coupled to the former in a movable manner. Conveniently, the slots 17 are oriented vertically when the coupling element 16 is coupled to the panel 12, so that the latter can slide vertically with respect to the pillar 10.

[0050] As illustratively shown in figure 8, the coupling element 18 may be configured as a planar plate having a plurality of holes and / or slots 17, suitable for coupling two adjacent panels 12 to one another, or a panel 12 to a pillar 10 or a beam 11, optionally also in a labile manner, i.e. allowing the panel 12 to slide relative to the other element to which it is coupled (or vice versa), owing for example to expansions and / or settlements of the respective materials.

[0051] Preferably, at least one Teflon skid 20 is interposed between the pillar 10 and the panel 12 and / or between the pillar 10 and the coupling element 14, 16, 18, adapted to facilitate reciprocal sliding between said pillar 10 and said panel 12.

[0052] Throughout the present description and the claims, the terms and expressions indicating positions and orientations, such as "vertical" or "horizontal", are to be referred to the orientation of the axes of the pillars 10, when erected to support the structure.

[0053] Various aspects and embodiments of a method and a structure according to the invention have been described. It is intended that each embodiment may be combined with any other embodiment. The invention is furthermore not limited to the embodiments described, but may be varied within the scope defined by the appended claims.

Examples

Embodiment Construction

[0029]Before explaining in detail a plurality of embodiments of the invention, it should be clarified that the invention is not limited in its application to the construction details and to the configuration of the components presented in the following description or illustrated in the drawings.

[0030]The invention can assume other embodiments and of be implemented or realised practically in various ways. It should also be understood that the phraseology and terminology are for descriptive purposes and should not be interpreted as limiting.

[0031]With exemplary reference to the figures, a method for dimensioning structures for residential buildings comprises the steps of supplying a metal framework, comprising a plurality of pillars 10 positioned vertically and parallel to each other, said framework having a structural function and being adapted to support the vertical loads of the building, and arranging between at least two pillars 10 of the metal framework at least one self-support...

Technical field

[0001] The present invention generally relates to the field of residential construction; in particular, the invention relates to a residential building structure and to a method for the dimensioning thereof.Background art

[0002] To address the issues related to the high degree of craftsmanship required by a traditional approach in construction techniques, the prior art envisages the replacement of important work steps from the identified construction site in favour of a location intended for the production of structural elements, suitably industrialised.

[0003] Such methods are referred to as "off-site", and generally employ materials whose use is also defined as "dry", insofar as materials are used that substantially do not require water.

[0004] In known construction methods of the aforementioned type, the materials employed to create the structures with an "off-site" approach are mainly timber, steel and concrete. In particular, technologies employing timber or steel mainly have the following features.

[0005] The former use engineered timber structural elements, such as CLT (Cross-Laminated Timber) and Timber-Frame (commonly referred to as frame construction). Both structural solutions allow a wide "off-site" approach, and the structure is made with timber elements that behave, from a structural point of view, like load-bearing walls. As a consequence, they must have spans that, although varying according to the expected stresses with reference to the installation area, are around 4.5 / 5 m at most. Another common aspect is the insulation of the walls, which is placed on the outside of the infill walls, which also perform a structural function. In some cases, the insulation is placed both outside and inside the infill, thus creating layer compositions designed to integrate with the installation steps on site.

[0006] Steel construction types, on the other hand, provide for the insertion of heavy steel elements (point structure), arranged following a dedicated engineering process, and assisted by lightweight steel frames that act as infill. Sometimes they also play a structural role similar to that of "load-bearing walls".

[0007] Timber, where used in such solutions, has the sole role of supporting the various layers of the infill stratigraphy.

[0008] However, the engineered stratigraphies are complex and include a considerable number of alternating layers, which in turn make the product placed on the market difficult to adapt, while requiring a large amount of on-site labour.

[0009] An example of a structure provided with timber panels is also known from US 2012 / 137610 A1. In that example, the timber panels, having a structural function, are coupled to a metal framework having a non-structural function, which acts as a support for decorative battens.Summary of the invention

[0010] One object of the present invention is to overcome the aforementioned limitations.

[0011] To achieve this result, a method for dimensioning structures for residential buildings, and a residential building structure according to the present invention, provide for supplying a metal framework having a structural function, and at least one self-supporting panel (conveniently non-structural, i.e. not intended to perform a load-bearing function with respect to the vertical loads of the building), coupled to the framework in a labile manner, that is, in such a way that the panel can move relative to the pillar, accommodating for example expansions or deformations of the structure.

[0012] Such a configuration therefore differs from the aforementioned example of the prior art, in particular because the latter, contrary to what is provided by the present invention, includes a non-load-bearing metal framework coupled to load-bearing timber paneling.

[0013] Preferably, the panel is configured to extend substantially to cover the entire span or distance between two pillars, and has a thickness that is preferably a function of the characteristic elastic modulus of the panel material.

[0014] According to one embodiment of the present invention, the use of a point steel structure is provided, dimensioned in a modular and standardised manner, according to a "hangar-type" approach from a structural point of view. This is made possible by the fact that the structural module can be produced with very large spans (for example, 8 m). It is therefore possible to obtain a heavy, hot-dip galvanised steel structure that can be assembled in a few days at the site of intervention.

[0015] The infill walls can instead be made at least in part of timber, in order to take full advantage of the ductility of this material, which also boasts excellent hygroscopic properties, is quick to install, and lends itself well to "off-site" prefabrication. The external infill of the peripheral walls can, for example, be made using CLT panels. This technical choice provides for using this material mainly to perform a function of resisting horizontal thrust loads and not vertical loads, thus substantially relieving the infill from any structural burden.

[0016] This makes it possible to have a product that is very quick to assemble on site, and also allows a wide possibility of customising the infill as regards the insulating component.

[0017] Such a combined use of two structural technologies, which today are instead used in an exclusive manner, is particularly facilitated by the possible use of structural joining elements that make it possible to stably connect the two materials while allowing them to move independently, following the natural expansions that the two materials may undergo.

[0018] A modular solution therefore follows, and can be used on a wide scale to engineer architectural solutions of various kinds.

[0019] The structural modules thus obtained embrace architectural forms of greater complexity compared to solutions that employ only steel or only timber, thanks to the larger spans (and the resulting internal architectural freedom in the layout).

[0020] Furthermore, thanks to the fastening system, which may use sliding skids and slotted plates, it is possible to decouple the thermal expansion of steel from that of timber, thereby eliminating the stresses generated by the different thermal expansion coefficients.

[0021] This allows for greater flexibility in the application of insulating materials, without compromising design and / or construction capability.

[0022] In addition, construction times are reduced compared with the current ones, when only steel or only timber is used.

[0023] Among the advantages, the simplification of the structural plan can be mentioned, which allows for greater architectural freedom in geometries (in terms of external shapes and internal subdivisions), and the fact that the insulating material can, for example, be inserted internally and not as external cladding, also allows unskilled personnel to carry out the installation operations.

[0024] The operations can be carried out "off-site", without the large amount of investment currently required to create production lines that then prove difficult to update.

[0025] The further advantage of being able to use CLT-structured panels as infill walls, avoiding external cladding and placing the insulation inside the wall (in the thickness occupied by the steel structure), makes it possible to apply the same insulation more quickly and with less specialised labour, while at the same time ensuring better performance in relation to thermal bridges and airtightness, at costs comparable to cases where traditional timber or steel structural technologies are employed.

[0026] The system with labile fastenings, which allows the steel structure to be structurally decoupled from the timber one, finally makes it possible not to impose limitations on the height of the building, apart from the structural limitations of steel.

[0027] The aforementioned and other objects and advantages are achieved, according to an aspect of the invention, by a residential building structure and a method for its dimensioning, having the characteristics defined in the appended claims. Preferred embodiments of the invention are defined in the dependent claims.Brief description of the drawings

[0028] The functional and structural characteristics of some preferred embodiments of a structure and a method according to the invention will now be described. Reference is made to the attached drawings, wherein: Figure 1 is a schematic view of a portion of a vertical wall, comprising part of a supporting framework and a plurality of self-supporting panels, coupled to one another and / or to the framework by means of coupling elements, according to an embodiment of the present invention; Figures 2 and 3 are two graphs showing the values of the thickness of the self-supporting panel (in cm) as a function of a dimension of the cross-section of the pillars and of the span or distance between the pillars to which the panel is to be coupled, according to an embodiment of the present invention; Figures 4 and 5 are two tables reporting the values of the thickness of the self-supporting panel (in cm) as a function of the elastic modulus of the material and of the span or distance between the pillars to which the panel is to be coupled, according to an embodiment of the present invention; and Figures 6 to 8 are schematic views of coupling elements, according to respective embodiments of the present invention. Detailed description

[0029] Before explaining in detail a plurality of embodiments of the invention, it should be clarified that the invention is not limited in its application to the construction details and to the configuration of the components presented in the following description or illustrated in the drawings.

[0030] The invention can assume other embodiments and of be implemented or realised practically in various ways. It should also be understood that the phraseology and terminology are for descriptive purposes and should not be interpreted as limiting.

[0031] With exemplary reference to the figures, a method for dimensioning structures for residential buildings comprises the steps of supplying a metal framework, comprising a plurality of pillars 10 positioned vertically and parallel to each other, said framework having a structural function and being adapted to support the vertical loads of the building, and arranging between at least two pillars 10 of the metal framework at least one self-supporting panel 12, coupled in a labile manner to said pillars 10, in such a way that one degree of freedom is allowed between said panel 12 and said pillars 10 (preferably with respect to a vertical direction). The coupling is conveniently configured in such a way as to allow the panel 12 to move relative to the supporting framework (or vice versa), following for example expansions and / or physiological settlements of the structure.

[0032] Preferably, the step of arranging the at least one self-supporting panel (12) is provided, in such a way that it horizontally extends substantially to cover the entire span (L) or distance between two pillars (10).

[0033] The panels 12 are self-supporting in the sense that, in addition to performing their own function (infill, covering, partitioning, etc.), they also have the function of supporting themselves (and preferably also a possible overload).

[0034] Preferably, the panels 12 are configured to mainly perform a function of resistance to horizontal thrust loads and not vertical loads, thus substantially relieving the infill walls of any structural burden. The panels 12 are therefore preferably configured not to perform a structural or load-bearing function with respect to the vertical loads of the building, i.e. they are not intended or suitable to perform such a structural or load-bearing function.

[0035] Alternatively or in combination with the embodiments described and illustrated above, the method may comprise the step of determining a thickness SP of the panel 12 as a function of the characteristic elastic modulus of the material of the panel 12, or of the elastic modulus resulting from the average of the characteristic elastic moduli of the materials of which said panel 12 is composed.

[0036] The framework may comprise, in addition to the vertical pillars 10, also horizontal beams 11 and / or reinforcements or bracing elements 13, in the form for example of slats or timber joists, which connect multiple vertically adjacent panels 12, stiffening them.

[0037] Preferably, the span L between the two pillars 10 into which the self-supporting panel 12 is to be inserted is between 3000 mm and 12000 mm.

[0038] According to a preferred embodiment, the thickness SP of the self-supporting panel 12 is determined by the formula SP = a / (b - c ·ME), in which parameter a is a function of the length of one side of the pillar 10, parameters b and c are two constants, and parameter ME is the characteristic elastic modulus of the material of the panel 12, or the elastic modulus resulting from the average of the characteristic elastic moduli of the materials of which said panel 12 is composed.

[0039] Preferably, parameter a corresponds to the length DP of the largest side of a cross-section of the pillar 10. According to a preferred embodiment, parameter DP is equal to the ratio between the span L and an integer value CF between 15 and 50, also referred to hereinafter as the "fractionation coefficient". Parameter CF may be selected within said interval as a function of the dimensions of the structure envisaged or desired during the design stage, and is mainly relevant for defining the limits within which the thickness of the panel fully meets the dimensional conditions provided by the present invention, according to an embodiment thereof.

[0040] Preferably, b = 4 (more preferably, b = 4.079), c = 0.05 (more preferably, c = 0.0526), and ME is between 1 GPa and 70 GPa (more preferably, ME is between 10 GPa and 14 GPa).

[0041] Figures 2 and 3 show two graphs reporting the values of the thickness SP of the self-supporting panel as a function of a DP dimension of the pillar cross-section and of the span or distance between the pillars to which the panel is to be coupled, obtained using the formula and the parameters mentioned above, adopting ME = 11.6 GPa. The SP values are expressed here rounded up to the first integer number.

[0042] The tables of figures 4 and 5 instead report the values of the thickness SP of the self-supporting panel as a function of the elastic modulus ME of the material and of the span L between the pillars to which the panel is to be coupled, obtained using the formula and the parameters mentioned above, adopting respectively a parameter CF = 50 and CF = 15, according to an embodiment of the present invention. The SP values are expressed here rounded up to the first integer number.

[0043] Below is provided a table showing the ranges of the DP values (pillar dimension) and SP values (panel thickness) as the span L varies, assuming the Elastic Modulus of laminated timber (11.6 GPa), according to an embodiment of the invention.

[0044] These values were calculated assuming DP = L / CF (with CF between 15 and 50), and SP = DP / (4.079 - 0.0526×ME). ME 11.600STANDARD FRAMESTANDARD PANELSPANPILAR DIMENSION (range including the ends in cm)PANEL THICKNESS (range including the ends in cm)3 6 - 202 - 64 8 - 274 - 85 10 - 344 - 106 12 - 404 - 127 14 - 476 - 148 16 - 546 - 169 18 - 606 - 1810 20 - 676 - 2011 22 - 746 - 2212 24 - 806 - 24

[0045] According to a further aspect of the invention, a residential building structure comprises a metal framework, which includes a plurality of pillars 10 positioned vertically and parallel to each other, said framework having a structural function and being adapted to support the vertical loads of the building, and at least one self-supporting panel 12, positioned between at least two pillars 10 of the metal framework and configured according to any of the embodiments described and illustrated above.

[0046] Preferably, the panel 12 is made at least in part of engineered timber, for example laminated timber or CLT (or XLam).

[0047] At least one coupling element 14, 16, 18 may be provided, suitable for coupling the panel 12 to a respective pillar 10, said coupling element 14, 16, 18 being configured to be fixed to one between the panel 12 and the pillar 10, and to engage the other between the panel 12 and the pillar 10 in such a way that a degree of freedom is allowed between the latter and the coupling element 14, 16, 18 (preferably with respect to the vertical axis), so that the panel 12 is secured in a movable manner to the pillar 10, i.e. the panel 12 is allowed to slide relative to the other element to which it is coupled (or vice versa), owing for example to expansions and / or settlements of the respective materials.

[0048] As illustratively shown in figure 6, the coupling element 14 may be substantially shaped as a clamp, and may have a central hole through which a retaining means 15 (for example, a screw) passes, suitable for fixing the coupling element 14 to the panel 12, said coupling element 14 being positioned so that one of its ends engages the pillar 10, so as to slidably secure the coupling element 14 to said pillar 10.

[0049] As illustratively shown in figure 7, the coupling element 16 may be L-shaped, and may comprise two perpendicular plates coupled respectively to the pillar 10 and to the panel 12, wherein one or both plates have through slots 17, adapted to slidably receive the retaining means intended to engage said plates to the respective pillar 10 or panel 12, in such a way that the latter is coupled to the former in a movable manner. Conveniently, the slots 17 are oriented vertically when the coupling element 16 is coupled to the panel 12, so that the latter can slide vertically with respect to the pillar 10.

[0050] As illustratively shown in figure 8, the coupling element 18 may be configured as a planar plate having a plurality of holes and / or slots 17, suitable for coupling two adjacent panels 12 to one another, or a panel 12 to a pillar 10 or a beam 11, optionally also in a labile manner, i.e. allowing the panel 12 to slide relative to the other element to which it is coupled (or vice versa), owing for example to expansions and / or settlements of the respective materials.

[0051] Preferably, at least one Teflon skid 20 is interposed between the pillar 10 and the panel 12 and / or between the pillar 10 and the coupling element 14, 16, 18, adapted to facilitate reciprocal sliding between said pillar 10 and said panel 12.

[0052] Throughout the present description and the claims, the terms and expressions indicating positions and orientations, such as "vertical" or "horizontal", are to be referred to the orientation of the axes of the pillars 10, when erected to support the structure.

[0053] Various aspects and embodiments of a method and a structure according to the invention have been described. It is intended that each embodiment may be combined with any other embodiment. The invention is furthermore not limited to the embodiments described, but may be varied within the scope defined by the appended claims.

Examples

Embodiment Construction

[0029]Before explaining in detail a plurality of embodiments of the invention, it should be clarified that the invention is not limited in its application to the construction details and to the configuration of the components presented in the following description or illustrated in the drawings.

[0030]The invention can assume other embodiments and of be implemented or realised practically in various ways. It should also be understood that the phraseology and terminology are for descriptive purposes and should not be interpreted as limiting.

[0031]With exemplary reference to the figures, a method for dimensioning structures for residential buildings comprises the steps of supplying a metal framework, comprising a plurality of pillars 10 positioned vertically and parallel to each other, said framework having a structural function and being adapted to support the vertical loads of the building, and arranging between at least two pillars 10 of the metal framework at least one self-support...

Claims

1. A method for dimensioning structures for residential buildings, comprising the steps of: a) providing a metal framework, comprising a plurality of pillars (10) arranged vertically and parallel to each other, said framework having a structural function and being adapted to support the vertical loads of the building; and b) arranging between at least two pillars (10) of the metal framework at least one self-supporting panel (12), coupled in a labile manner to said pillars (10) in such a way that one degree of freedom is allowed between said panel (12) and said pillars (10).

2. A method according to claim 1, comprising the step of arranging the at least one self-supporting panel (12) in such a way to horizontally extend substantially to cover the entire span (L) or distance between two pillars (10).

3. A method according to claim 1 or 2, comprising the step of arranging the at least one self-supporting panel (12) in such a way that a thickness (SP) of said panel (12) is predetermined as a function of the characteristic elastic modulus of the material of said panel (12), or of the elastic modulus resulting from the average of the characteristic elastic moduli of the materials of which said panel (12) is composed.

4. A method according to any of the preceding claims, wherein the span (L) between the two pillars (10) into which the self-supporting panel (12) is to be inserted is between 3000 mm and 12000 mm.

5. A method according to claim 4, wherein the thickness (SP) of the self-supporting panel (12) is determined by the formula SP = a / (b-c·ME), wherein: the parameter a is a function of the length of the side of the pillar (10); parameters b and c are two constants; and the ME parameter is the characteristic elastic modulus of the panel material (12), or the elastic modulus resulting from the average of the characteristic elastic moduli of the materials of which said panel is composed (12).

6. A method according to claim 5, wherein the parameter a corresponds to the DP dimension of the largest side of a section of the pillar (10).

7. A method according to claim 6, wherein the DP parameter is equal to the ratio of light (L) to an integer value CF between 15 and 50.

8. A method according to any of claims 5 to 7, wherein: b = 4; c = 0,05; ME is between 1 GPa and 70 Gpa.

9. A method according to claim 8, wherein ME is between 10 GPa and 14 Gpa.

10. A residential building structure, comprising: - a metal framework, which includes a plurality of pillars (10) arranged vertically and parallel to each other, said framework having a structural function and being capable of supporting the vertical loads of the building; and - at least one self-supporting panel (12) arranged between at least two pillars (10) of the metal framework and configured according to any of the preceding claims.

11. A structure according to claim 10, wherein the panel (12) is made at least in part of laminated timber or CLT.

12. A structure according to claim 10 or 11, comprising at least one coupling element (14, 16, 18), suitable for coupling the panel (12) to a respective pillar (10), said coupling element (14, 16, 18) being configured to be attached to one between the panel (12) and the pillar (10) and to engage the other between the panel (12) and the pillar (10) in such a way that a degree of freedom is allowed between the latter and the coupling element (14, 16, 18), so that the panel (12) is movably secured to the pillar (10).

13. A structure according to claim 12, wherein the coupling element (14) is substantially shaped in the form of a brace, and has a central hole, within which a retaining means (15) passes for securing the coupling element (14) to the panel (12), said coupling element (14) being arranged so that one end thereof engages the pillar (10), so as to slidably secure the coupling element (14) to said pillar (10).

14. A structure according to claim 12, wherein the coupling element (16) is L-shaped, and comprises two perpendicular plates coupled respectively to the pillar (10) and to the panel (12), wherein one or both plates have through slots (17), intended to slidably receive the retaining means for coupling said plates to the respective pillar (10) or panel (12), so that the latter is coupled to the former in a mobile manner.

15. A structure according to claim 12, wherein the coupling element (18) is configured as a planar plate having a plurality of holes and / or slots (17), suitable for coupling two adjacent panels (12) or a panel (12) to a pillar (10) or a beam (11).

16. Structure according to any one of claims 10 to 15, wherein between the pillar (10) and the panel (12) and / or between the pillar (10) and the coupling element (14, 16, 18) there is interposed at least one Teflon skid (20), adapted to facilitate reciprocal sliding between said pillar (10) and said panel (12).

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