EP0342114A1 - Anordnung bestehend aus einer Aussenwand eines Gebäudes wie eine Dach- oder Fassadenverkleidung und einer Metallprofilleiste zu deren Unterstützung - Google Patents

Anordnung bestehend aus einer Aussenwand eines Gebäudes wie eine Dach- oder Fassadenverkleidung und einer Metallprofilleiste zu deren Unterstützung Download PDF

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Publication number
EP0342114A1
EP0342114A1 EP89401278A EP89401278A EP0342114A1 EP 0342114 A1 EP0342114 A1 EP 0342114A1 EP 89401278 A EP89401278 A EP 89401278A EP 89401278 A EP89401278 A EP 89401278A EP 0342114 A1 EP0342114 A1 EP 0342114A1
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EP
European Patent Office
Prior art keywords
wall
width
soles
sole
purlin
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
EP89401278A
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English (en)
French (fr)
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EP0342114B1 (de
Inventor
Jean Mouty
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PROFILCOMETUBE
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PROFILCOMETUBE
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Filing date
Publication date
Application filed by PROFILCOMETUBE filed Critical PROFILCOMETUBE
Priority to AT89401278T priority Critical patent/ATE79916T1/de
Publication of EP0342114A1 publication Critical patent/EP0342114A1/de
Application granted granted Critical
Publication of EP0342114B1 publication Critical patent/EP0342114B1/de
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C3/06—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal with substantially solid, i.e. unapertured, web
    • E04C3/07—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal with substantially solid, i.e. unapertured, web at least partly of bent or otherwise deformed strip- or sheet-like material
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C2003/0404—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects
    • E04C2003/0408—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by assembly or the cross-section
    • E04C2003/0421—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by assembly or the cross-section comprising one single unitary part
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C2003/0404—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects
    • E04C2003/0426—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by material distribution in cross section
    • E04C2003/0434—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by material distribution in cross section the open cross-section free of enclosed cavities
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C2003/0404—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects
    • E04C2003/0443—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by substantial shape of the cross-section
    • E04C2003/0452—H- or I-shaped
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C2003/0404—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects
    • E04C2003/0443—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by substantial shape of the cross-section
    • E04C2003/046—L- or T-shaped
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C2003/0404—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects
    • E04C2003/0443—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by substantial shape of the cross-section
    • E04C2003/0482—Z- or S-shaped

Definitions

  • the present invention relates to a profiled metal purlin intended to support an exterior wall of a building such as a covering, horizontal or substantially horizontal, or cladding, vertical or substantially vertical, said purlin being of the type comprising two parallel flanges, respectively exterior and interior. , which are of equal thickness, and a core which joins said two soles, the outer sole against which the wall to be supported is applied, being additionally secured to this wall, for example by self-tapping screws, and the insole, in danger of buckling, based on at least two supports.
  • a beam is generally used which works on bending, the forces to which this beam is subjected acting transversely to its length; this is the case with a bridge beam, an overhead crane beam or a joist for example.
  • the beam Under the action of the loads, the beam flexes and deforms: unlike the neutral fiber whose length does not vary, the fibers located on the concave side of the beam are then shortened and are therefore subjected to compression, while those located on the convex side are elongated.
  • These beams commonly used in metal constructions, therefore comprise two parallel flanges of the same width and the same thickness joined by a core which, depending on the case, can be flat or itself profiled.
  • the compressed sole of the beam like all the elements subjected to compression, tends to slip away in a plane perpendicular to the stress.
  • the upper flanges of the beams are stiffened laterally, generally by a truss beam.
  • the thinner and lighter profiled beams which are more particularly intended to support the exterior walls of buildings, such as roofing or cladding, are also long pieces subjected to bending.
  • manufacturers use two means: - by manufacturing stiffer profiles, that is to say profiles of greater heights, and preferably using cold profiling of thin sheets, - by creating continuity on supports, either by interlocking of the flanges formed at the level of the wings when the profiles are in Z section, or by splicing by means of internal or external fishplates to the pieces to be butted when these are of a profile other than Z.
  • the so-called “inner” sole of the purlin rests freely on its supports and is not stabilized laterally; when this sole is compressed, it can therefore cause the breakdown by lateral buckling.
  • the profiled purlins which support them are subjected to bending in both directions, depending on whether the loads are oriented towards the interior of the building to be protected (case of snow, dust, and dead weight of roofing for example), or towards the outside of the building (wind for example).
  • the present invention going against current recommendations and habits, therefore proposes a wall support failure with an asymmetrical profile, and of which more precisely the flanges are of different widths, while being of equal thickness, it is that is to say both constant at each sole and equal for both soles.
  • the present invention therefore has for first object a profiled metal purlin intended to support an exterior wall of a building, such as a covering or cladding, said purlin being of the type comprising two footings, respectively external and internal, which are parallel and of equal thickness. , and a core which joins said two flanges, the outer flange against which the wall to be applied is applied, being additionally secured to this wall, for example by self-tapping screws, and the flange, in danger of buckling, resting on at least two supports, said purlin being characterized in that its inner sole is of a width continuously between 1.2 and 2 times the width of the outer sole.
  • the insole not stabilized by said wall is continuously and notably wider than the stabilized outsole.
  • the inner sole of the profile is preferably of a width continuously between 1.4 and 1.8 times the width of said outer sole.
  • the longitudinal axes of symmetry of the soles respectively exterior and interior, belong to a plane perpendicular to said soles. This is the case for I-section profiled purlins, purlins marketed under the brands “Pannerval” and “Propanne”, and Z-section profiled purlins in which the core, by construction, is also inclined on the two flanges that it brings together.
  • the longitudinal axes of symmetry of the soles respectively exterior and interior, belong to a plane which forms with each of said soles an angle different from 90 °. This is the case with I-shaped section, C-section or Z-section purlins in which the core, by construction, is perpendicular to the two flanges.
  • Figure 1 shows schematically, in cross section, a conventional profiled purlin (1) with a straight I-section intended to support an exterior wall (2) of a building.
  • This purlin (1) for example and preferably obtained by cold profiling, comprises two parallel soles, respectively exterior (3) and interior (4), and a core (5) which joins said two soles, the exterior sole (3 ) against which is applied the wall to be supported being surplus to this wall, for example by self-tapping screws shown diagrammatically by the centerline (6), and the insole (4), in danger of buckling as shown diagrammatically by the arrow (10), resting on at least two supports (7).
  • This breakdown (1) is symmetrical with respect to the plane (8), parallel to the wall (2) to be supported, which passes through the neutral fiber (9) located halfway up the profile (1).
  • Figures 3a, 3b, 4a and 4b schematically illustrate the means used to create continuity on the support of profiled purlins, with a straight section in I and a straight section in Z respectively.
  • FIGS. 3a and 3b which are, respectively, a side view and a cross-sectional view of the abutment zone of two purlins (1) at I
  • continuity on the supports (7) is obtained by means of one or two external ribs (11) the height of which is slightly less than the height of the core (5) of each purlin (1), the splice or said ribs (11) being welded to the cores of the two purlins (1) abutments.
  • the fishplates creating continuity could be external and / or internal to these purlins, being once again welded to their butted cores.
  • FIGS. 4a and 4b which are, respectively, a side view and a cross-sectional view of the overlap area of two identical purlins (12) and (13), with a cross section in Z
  • the continuity on the supports ( 7) is obtained by fitting the flanges formed at the wings of said Z-shaped purlins, the respective widths of these wings being such that there is a difference between them roughly equal to twice the thickness of the purlins.
  • the continuity of the beam is obtained on the support (7) by fitting the narrow sole of the purlin (13) into the wide sole of the purlin (12) and vice versa by fitting the narrow sole of the purlin (12) in the wide sole of the purlin (13).
  • the beam obtained therefore has a doubling of its section at each support (7).
  • the widest sole of each purlin (12, 13) is approximately 10% greater in width, and at most 15% greater in width, than the narrower sole.
  • each face of the beam obtained is formed by alternating wide soles and narrow soles. Consequently, in the calculation of the ultimate bending moments in span under the rising and falling loads respectively, bending moments which constitute the performance indices of the beam, the value retained for the width of each sole is always that of the sole la narrower, for obvious security reasons.
  • this sole exterior may have a minimum width, simply compatible with good lateral stiffness to limit lateral deformations during assembly and positioning of the wall and also simply sufficient to offer good support to the elements of the wall (2) to be supported.
  • an outer sole (3) with a width of the order of 50 to 70 millimeters will generally be sufficient.
  • the insole (4) which rests freely on the supports (7) is in danger of buckling at each of its points where it can be compressed, that is to say at the right and near each support under the downward and mid-span loads as well as at both ends of the beam under the upward loads.
  • FIGS. 6 to 12 illustrate various applications of these principles to profiled purlins currently marketed, for example to a purlin (15) profiled in I (FIG. 6), to a purl (19) profiled in C (FIG. 10), to purlins (17, 20, 21) Z-shaped ( Figures 8, 11 and 12), a breakdown (16) marketed under the brand “Pannerval” ( Figure 7) and a breakdown (18) marketed under the brand "Propanne” (figure 9).
  • the insole (4) is of constant thickness and equal to that of the outsole (3) and is of a width continuously and appreciably greater than that of the outer sole (3), a construction which results in making the fault profile asymmetrical with respect to any plane parallel to the wall (2) to be supported.
  • the insole (4) of each of these types of profile is of a width continuously comprised between 1.2 and 2 times the width of the outsole (3), and it is preferably of a width continuously understood between 1.4 and 1.8 times the width of said outer sole.
  • the invention allows to produce a beam whose inner sole (4) not stabilized by the wall (2) is continuously and notably wider than the stabilized outer sole (3). It is then the width of this insole (4) of any asymmetrical profile which will be able to be taken into account in the calculation of the performance indices of all the failures according to the invention.
  • Table I illustrates by the results that it communicates the advantages of implementing the invention.
  • the first column is reserved for the test number
  • the second column gives in millimeters the dimensions of the purlin concerned, namely successively its height, the width of its outsole (3), the width of its sole. inside (4) and the thickness of the profiled sheet to make the breakdown
  • the third column gives in cm2 the section of the breakdown concerned
  • the fourth column gives in cm / Kg the moment of resistance in theoretical span Mr.
  • Tests No. 1 to 16 were carried out on a conventional propane purlin, symmetrical, that is to say with outer and inner flanges of the same width and the same thickness, while tests No. 17 to 32 were carried out on a Propanne type breakdown in accordance with the invention, asymmetrical, the insole of which is significantly greater in width than that of the outer sole.
  • the resistant moment Mr was calculated under the ascending loads of type B, that is to say oriented from the inside towards the outside of the building to be protected, by applying the method of SOKOL published in the journal CM N ° 1-1979, the covering elements (2) being tubs of corrugated sheet steel screwed in the hollow of the wave on the purlin support.
  • the resistant moment Mr of the failure according to the invention tion is in fact greater than the resistant moment Mr of the traditional failure which corresponds to it, identified by a number between 1 and 16, with a value which is respectively: 17 , 3%; 14.2%; 13.3%; 18.5%; 15.6%; 15.0%; 19.1%; 16.7%; 16.5%; 15.8%; 31.7%; 26.6%; 26.2%; 24.4%.
  • the improvement of the stabilizing effect of the asymmetrical fault profile in accordance with the invention compared to the traditional symmetrical fault profile is all the more remarkable the higher the fault concerned, - for a breakdown of the same height, the improvement in the stabilizing effect is all the more important the smaller the thickness of the sheet.
  • test 15 The comparison between tests 15 and 32 is also particularly edifying. It is seen in fact that the failure of the invention corresponding to test 32 has substantially the same value of resistance moment Mr as the traditional failure corresponding to test 15 while being finer (2 millimeters instead of 2.5 millimeters) and of a section and as a result of a considerably reduced weight (8.576 cm2 instead of 10.540 cm2).
  • the invention is not limited to the mode TABLE I TEST NO. PROFILE DIMENSIONS IN MILLIMETERS PROFILE SECTION S IN cm2 MOMENT RESISTANT IN THEORETICAL TRAVEE Mr IN cm / Kg 01 130 x 60 x 60 x 1.5 4.972 36,323.78 02 130 x 60 x 60 x 2 6.591 56,771.62 03 130 x 60 x 60 x 2.5 8,191 78107.73 04 130 x 70 x 70 x 2.5 8.794 89,267.20 05 160 x 60 x 60 x 1.5 5.422 40,754.51 06 160 x 60 x 60 x 2 7.191 65,754.51 07 160 x 60 x 60 x 2.5 8,941 92,964.21 08 160 x 70 x 70 x 2.5 9.544 106,857.70 09 200 x 60 x 60 x 1.5 6.022 44,851.81 10 200 x 60 x 60 x 2 7.991 74,2
  • the insole (4) is centered under the outsole (3), so that the longitudinal axes of symmetry of said soles, respectively (22) and (23), belong to a plane perpendicular to the two soles.
  • the core (5) is provided perpendicular to the two flanges (3, 4) so that, this time, the longitudinal axes of symmetry of said flanges, respectively ( 24) and (25), belong to a plane which forms with each of the two flanges an angle different from 90 °.
  • the insole (4) can be centered under the outsole (3) by a simple modification of the profile of the core (5) and / or of the profile of the ribs ( 26), - conversely, and for example for the purlin (18) or for the purlin (19), the insole (4) can be offset relative to the outsole (3), to the right, taking as references the sections shown in Figures 9 and 10, so that the left longitudinal edge (27) of the outsole is located exactly in line with the left longitudinal edge (28) of the insole; in this case, the plane passing through the longitudinal axes of symmetry of the soles (3, 4) of the purlins (18, 19) will form with each of said soles an angle different from 90 °.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Finishing Walls (AREA)
  • Joining Of Building Structures In Genera (AREA)
  • Refuge Islands, Traffic Blockers, Or Guard Fence (AREA)
  • Footwear And Its Accessory, Manufacturing Method And Apparatuses (AREA)
EP89401278A 1988-05-05 1989-05-05 Anordnung bestehend aus einer Aussenwand eines Gebäudes wie eine Dach- oder Fassadenverkleidung und einer Metallprofilleiste zu deren Unterstützung Expired - Lifetime EP0342114B1 (de)

Priority Applications (1)

Application Number Priority Date Filing Date Title
AT89401278T ATE79916T1 (de) 1988-05-05 1989-05-05 Anordnung bestehend aus einer aussenwand eines gebaeudes wie eine dach- oder fassadenverkleidung und einer metallprofilleiste zu deren unterstuetzung.

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
FR8806063 1988-05-05
FR8806063A FR2631057B1 (fr) 1988-05-05 1988-05-05 Profil support d'une paroi, et notamment d'une paroi exterieure de batiment telle une couverture ou un bardage

Publications (2)

Publication Number Publication Date
EP0342114A1 true EP0342114A1 (de) 1989-11-15
EP0342114B1 EP0342114B1 (de) 1992-08-26

Family

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Application Number Title Priority Date Filing Date
EP89401278A Expired - Lifetime EP0342114B1 (de) 1988-05-05 1989-05-05 Anordnung bestehend aus einer Aussenwand eines Gebäudes wie eine Dach- oder Fassadenverkleidung und einer Metallprofilleiste zu deren Unterstützung

Country Status (5)

Country Link
EP (1) EP0342114B1 (de)
AT (1) ATE79916T1 (de)
DE (1) DE68902577T2 (de)
ES (1) ES2034679T3 (de)
FR (1) FR2631057B1 (de)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP1113116A2 (de) * 1999-12-30 2001-07-04 Plannja Ab Pfosten und Aussenwand
CN108086466A (zh) * 2017-12-14 2018-05-29 惠州市广源钢结构工程有限公司 一种屈服极限强度高的钢结构及其工作方法

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP3529426B1 (de) * 2016-10-17 2021-02-24 Burkhart Schurig Wandbausystem mit trockenbau-kombiprofilen und verfahren zum wandbau

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
FR2088237A1 (de) * 1970-05-27 1972-01-07 Rigault Ets
FR2358524A1 (fr) * 1976-07-12 1978-02-10 Grebau Greschbach Ind Panne de toit
GB1562688A (en) * 1975-11-13 1980-03-12 Ward Bros Ltd Lightweight buildings
GB2102465A (en) * 1981-07-24 1983-02-02 Jerrard Dunne Andrew Peter Rolled metal beam

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
FR2088237A1 (de) * 1970-05-27 1972-01-07 Rigault Ets
GB1562688A (en) * 1975-11-13 1980-03-12 Ward Bros Ltd Lightweight buildings
FR2358524A1 (fr) * 1976-07-12 1978-02-10 Grebau Greschbach Ind Panne de toit
GB2102465A (en) * 1981-07-24 1983-02-02 Jerrard Dunne Andrew Peter Rolled metal beam

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP1113116A2 (de) * 1999-12-30 2001-07-04 Plannja Ab Pfosten und Aussenwand
EP1113116A3 (de) * 1999-12-30 2003-07-09 Plannja Ab Pfosten und Aussenwand
CN108086466A (zh) * 2017-12-14 2018-05-29 惠州市广源钢结构工程有限公司 一种屈服极限强度高的钢结构及其工作方法

Also Published As

Publication number Publication date
FR2631057A1 (fr) 1989-11-10
DE68902577D1 (de) 1992-10-01
EP0342114B1 (de) 1992-08-26
ATE79916T1 (de) 1992-09-15
DE68902577T2 (de) 1993-04-15
FR2631057B1 (fr) 1992-04-03
ES2034679T3 (es) 1993-04-01

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