EP0311876B1 - Composition pour coffrages préfabriqués - Google Patents

Composition pour coffrages préfabriqués Download PDF

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Publication number
EP0311876B1
EP0311876B1 EP88116425A EP88116425A EP0311876B1 EP 0311876 B1 EP0311876 B1 EP 0311876B1 EP 88116425 A EP88116425 A EP 88116425A EP 88116425 A EP88116425 A EP 88116425A EP 0311876 B1 EP0311876 B1 EP 0311876B1
Authority
EP
European Patent Office
Prior art keywords
regions
assembly according
shuttering
interconnected assembly
frame
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.)
Revoked
Application number
EP88116425A
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German (de)
English (en)
Other versions
EP0311876A2 (fr
EP0311876A3 (en
Inventor
Gerhard Dingler
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Dingler Gerhard
Original Assignee
Individual
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Filing date
Publication date
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First worldwide family litigation filed litigation Critical https://patents.darts-ip.com/?family=6338099&utm_source=google_patent&utm_medium=platform_link&utm_campaign=public_patent_search&patent=EP0311876(B1) "Global patent litigation dataset” by Darts-ip is licensed under a Creative Commons Attribution 4.0 International License.
Application filed by Individual filed Critical Individual
Priority to AT88116425T priority Critical patent/ATE104393T1/de
Publication of EP0311876A2 publication Critical patent/EP0311876A2/fr
Publication of EP0311876A3 publication Critical patent/EP0311876A3/de
Application granted granted Critical
Publication of EP0311876B1 publication Critical patent/EP0311876B1/fr
Anticipated expiration legal-status Critical
Revoked legal-status Critical Current

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G17/00—Connecting or other auxiliary members for forms, falsework structures, or shutterings
    • E04G17/04—Connecting or fastening means for metallic forming or stiffening elements, e.g. for connecting metallic elements to non-metallic elements
    • E04G17/045—Connecting or fastening means for metallic forming or stiffening elements, e.g. for connecting metallic elements to non-metallic elements being tensioned by wedge-shaped elements
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G9/00—Forming or shuttering elements for general use
    • E04G9/02—Forming boards or similar elements
    • E04G2009/023—Forming boards or similar elements with edge protection
    • E04G2009/025—Forming boards or similar elements with edge protection by a flange of the board's frame

Definitions

  • the invention relates to a composite of two formwork panels and formlocks for element formwork according to the preamble of the main claim.
  • Ready-made formwork of this type has meanwhile been differentiated into lighter formwork and heavier formwork.
  • the lighter formwork is often called “residential formwork", which is used for concreting up to a height of 300 cm. Living rooms also have heights of around 200 cm, so that 300 cm formwork height is rather the exception here.
  • Housing formwork is usually lighter than industrial and engineering formwork.
  • the former weighs approximately up to 40 kg / m2 and the latter is above it on average.
  • the weight differences result from the fact that in one case the profile frame and the crossbeams are less stiff and the formwork panel is somewhat thinner than the other type.
  • the projections e.g. In the case of the so-called mammoth formwork from the Meva company, it can only be made a fraction of a millimeter to a few millimeters higher and this dimension is also monitored as a tolerance measure in the manufacture of the formwork locks. The projections since then only had management tasks and served to strengthen the claws in the root area.
  • a measure according to claim 4 has proven very successful in the dimensions and materials used in technology, regardless of whether additional beads are provided for other purposes, for example.
  • Frame legs according to claim 5 are known per se and can be used without modification.
  • a dimensioning according to claim 7 is sufficient to approximately double the formwork pressure that an industrial and engineering formwork can accommodate if the deflection should not be more than 3 mm at a distance of 1 m from the measuring points.
  • a dimensioning according to claim 8 is sufficient for the so-called mammoth formwork from Meva, Haiterbach, and for formwork related to it, such as Framax frame formwork from Doka, Kunststoff, the Manto formwork from Hünnebeck, Ratingen, the top formwork from Noe , Sweets etc.
  • Claim 14 teaches how little tensioning points you can get by, and here too it is favorable to provide the formlocks as close as possible to the cross member.
  • Claim 15 shows that the projections do not necessarily have to be provided exclusively at the root of the claws. If the projections on the steel profile of a frame leg were to be provided, this would mean at least one further set of rollers. In the case of aluminum profiles, on the other hand, the training is simpler, since the extrusion process does not matter whether there is more or less sales. If you look at the projections on the frame leg, it should be borne in mind that this creates another corner where concrete could stick despite cleaning.
  • the maximum scarf height is 420 cm.
  • formwork panels 12 are provided on the left, which are 250 cm wide.
  • You have a profile frame 13 which runs around the outside and has a vertical central web 14.
  • horizontal cross members 16 extend at a uniform distance.
  • recesses 17 and 18 are provided for the tie rods of formwork anchors.
  • the one another Adjacent vertical frame legs of the profile frame 13 are connected with scarf locks 19, three of which are used here.
  • the composite 11 continues with formwork panels 21, which also have a profile frame 22.
  • the profile frames 13 and 22 are made of the same material with the same cross section.
  • the profile frames 22 are connected to one another and to the adjacent profile frame 13 by means of formlocks 19. All scarf locks 19 are designed in principle the same.
  • three formwork locks are attached in height.
  • the formwork panels 21 also have recesses 17 and 18 at the same height as the formwork panels 12 for the same purposes.
  • the formwork panels 21 are 125 cm wide.
  • the formwork panels 12 are formed from the formwork panels 21 in that two adjacent vertical frame legs were not connected to one another by formwork locks. Rather, they have been welded together to create an element that is twice as large in width and area.
  • the cross members 16 run horizontally and in alignment with the cross members 16 of the formwork panels 12.
  • the assembly 11 continues with a formwork panel 23 which is only 90 cm wide but also 300 cm high. Since it - apart from the width - has the same design as the formwork panels described above, it is not explained in detail.
  • a formwork panel 24 with a width of 45 cm, which does not require any further explanation.
  • the height of 300 cm is increased by a row of formwork panels arranged above it, whereby again formwork panels 21 can be seen which lie horizontally and are the same as the formwork panels 21 described above. It can also be seen that they are interlocked with scarf locks 19 and with the underlying part of the assembly. Since the upper formwork panels 21 are arranged horizontally, their cross members 16 run vertically. Corresponding to the smaller height of 1.20 m, only two scarf locks 19 are used here in height. To the right are further formwork panels 26, 27 and 28, which correspond in width to the formwork panels 21, 23 and 24 arranged underneath, but are only 1.20 m high and have horizontal cross members 16. The bracketing and the arrangement of the recesses are shown in the drawing.
  • FIG. 2 and 3 each show a formwork plate 29, on the front 31 of which concrete is in contact during concreting.
  • the formwork panels 29 are supported from the rear by the cross members 16. They are made of steel and have a hat profile. They are screwed from the rear against the formwork panels 29 by screws 30.
  • Two frame legs 32, 33 have the same cross-section in mirror image and are made of steel.
  • Fig. 2 shows the cross section on a scale of 1: 1.
  • the frame legs 32, 33 are known per se in their shape and properties as a steel beam. In the narrow formwork panel 24, the cross members 16 are hardly subjected to bending, and here the frame legs 32, 33 bear a relatively large amount of the formwork pressure.
  • the cross members 16 are already subjected to considerably more bending and with the formwork panels 12, the cross members 16 are subjected to a maximum amount of bending and thus attempt to twist the frame legs 32, 33. 2, the cross members 16 are butt welded to the frame legs 32, 33 by means of weld seams 35.
  • the frame legs 32, 33 each have a first leg 34 with an outer transverse surface 36.
  • the first legs 34 consist of two partial legs which are butt welded to one another via a weld 40.
  • the weld seam on the outer transverse surface 36 has been removed, so that the outer transverse surfaces 36 of both frame legs 32, 33 can be exactly aligned.
  • first legs continue after a 90 ° bend in second legs 37, which abut one another in a mutually parallel manner. You then pass into a known nose 38, which continues on the outside of the formwork plate 29 as a third leg 39.
  • the inner surface of the formwork plate 29 lies again on the knee 41.
  • a fourth leg 42 follows the knee 41, which, like the other legs with the exception of a bead 43, runs in a straight line.
  • the beads 43 of both frame legs 32, 33 are exactly opposite, since the profile is identical.
  • Each bead 43 has a bevel 44 which is inclined towards the formwork plate 29 and also a bevel 46 which is inclined towards the first leg 34. In a base 47, the slopes 44, 46 merge into one another.
  • Every fourth leg 42 has an outer corner surface 47 on the outside at the transition to the first leg 34, which is nothing other than the outer surface of the fourth leg 42.
  • the outer transverse surface 48 of the cross beams 16 runs by the amount above the outer transverse surfaces 36 of the first legs 34 that is necessary in order not to let the weld seam running there protrude downward.
  • a scarf lock 49 is made of malleable cast iron with a sigma of 800 kP (kilopond), namely sigma tension ⁇ sigma pressure. At least 500 kP are necessary.
  • the scarf lock has two claws 51, 52, each of which has at their upper, inner ends a projection 53, 54 which is directed towards each other and which has an inward and downward slope 56, 57 which is associated with the associated slope 44, 46 , which - as the drawing shows - do not need to have the same angle.
  • the system takes place at different angles in the corner area 58, 59 with more line contact than surface contact.
  • the corner area 58, 59 is located outside the base 45.
  • the projection 53, 54 is also at a distance from the bevel 46 of both beads 43.
  • the projections 53, 54 merge into an inner surface 61, 62 which is at a clear distance from the fourth legs 42.
  • the claws 51, 52 each have a projection 63, 64, the outer surface 66, 67 of which lies at 30 kN on the respective outer corner surface 47, 48. So that defined investment conditions prevail here and do not dictate the situation, for example, concrete dirt or the like, a groove 68, 69 connects to the outer surfaces 66, 67.
  • the corner regions 58, 59 are also under a force of 30 kN if the outer surfaces 66, 67 do so.
  • the scarf lock 49 has a yoke 71, consisting of a web 72 which runs parallel to the first legs 34, extends below the claw 51, has a contact surface 73 for the outer transverse surface 36 and a rectangular hole (not shown) for a wedge 74 has.
  • the web 72 is guided in a flat guide 76 of the web 77 that is integral with the claw 51.
  • the web 77 has an abutment surface 78 directed upwards for both the outer transverse surface 36 of the frame leg 32 and of the frame leg 33, but for the latter only little overlap a plane of symmetry 79.
  • Rectangular holes 83 for the wedge 84 are provided in the web 77 both in its upper wall 81 and in its lower wall 82.
  • the projections 63, 64 are of some use if, for example, with the right formwork plate 29 held in place, the left formwork plate 29 is moved clockwise, namely about a pivot axis that is in the plane of symmetry 79 is approximately in the region of the lugs 38 perpendicular to the plane of the drawing in FIG. 2. It can then be seen that the second legs 37 cannot move away from one another in such a way that a wedge-shaped gap which is open at the bottom would result. This type of load occurs when a network is hanging and oscillating, for example on the crane.
  • FIG. 4 shows a profile that can be used for the invention for an extruded frame leg on a scale of 1: 1 for the material Al Mg Si 0.5 F25.
  • the first leg 34 is 4 mm thick according to the force acting on it.
  • the profile In the area of the first leg 34, the profile must be quasi stiff in the transverse direction.
  • the fourth leg 42 In the area of the slope 44, however, the fourth leg 42 must be able to yield somewhat inwards. Because of the lower modulus of elasticity compared to steel, a transverse wall 93 is provided here which, on the other hand, is supported on the second leg 37 and can deflect like a leaf spring without being permanently deformed.
  • the invention can also be used if the profile frame 13 e.g. are made of glass fiber reinforced plastic.
  • the profile frame 13 can also be made of foamed plastic or foamed material, in which case instead of the discrete legs 34, 37, 39, 42 areas whose outline cannot be defined as precisely as in the exemplary embodiments, but which have the same effect.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Mechanical Engineering (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Forms Removed On Construction Sites Or Auxiliary Members Thereof (AREA)
  • Toys (AREA)
  • Farming Of Fish And Shellfish (AREA)
  • Handcart (AREA)
  • Pharmaceuticals Containing Other Organic And Inorganic Compounds (AREA)
  • Joining Of Building Structures In Genera (AREA)
  • Mutual Connection Of Rods And Tubes (AREA)
  • Connection Of Plates (AREA)

Claims (15)

  1. Composition (11) de deux banches (12) et verrous de banche (19, 49) pour des coffrages d'éléments, présentant au moins deux points de tension, comprenant
    - chacun un cadre en profilés de banche (13),
    - un grand nombre de traverses rigides (16), parallèles, disposées en respectant un écart à peu près régulier, et dont les extrémités sont reliées rigidement à deux barres de cadre (32, 33) parallèles entre elles de chaque cadre en profilés (13) ;
    - chacun un panneau de coffrage (29), situé devant les traverses (16) et supporté par celles-ci,
    - un premier biais (44) prévu de façon à contourner intérieurement les barres du cadre (32, 33) de chaque cadre en profilés (13), ledit biais étant plus proche du panneau de coffrage (29) que d'une surface transversale extérieure (36) de la barre du cadre (32, 33), ledit biais (44) s'élevant vers l'extérieur et présentant le même écart partout, mesuré à partir de la traverse (36),
    - quatre zones de chaque barre de cadre (32, 33), la première (34) présentant la surface transversale (36), la deuxième zone (37) une surface d'appui extérieure, au moins partiellement perpendiculaire par rapport au panneau de coffrage (29) et venant, le cas échéant, contre une surface d'appui du panneau de coffrage (29) adjacent, la troisième zone (39) s'étendant derrière le panneau de coffrage (29) de façon parallèle à celui-ci et la quatrième zone (42) présentant le premier biais (44), disposé à distance de la seconde zone (37), les premières zones (34) étant alignées et les premières (34) et quatrièmes (42) zones formant respectivement un angle avec une surface angulaire extérieure (66, 67) à la quatrième zone (42), et les barres du cadre (32, 33) pouvant être comprimées de façon élastique dans la zone des biais (44) perpendiculairement à la quatrième zone (42),
    - deux griffes (51, 52) et un mécanisme à coins (74, 76) pour chaque verrou de banche (19, 49), sur les zones (53, 54) se faisant face des griffes (51, 52) étant prévus des seconds biais (56, 57) coopérant avec les premiers biais (44) et poussant l'une contre l'autre les barres du cadre voisins (32, 33) et les poussant également vers le joug (71) du verrou de banche (19, 49),
    - une surface d'appui plane (73, 78) sur la surface intérieure du joug (71), sur lequel reposent, alignées, les surfaces transversales extérieures (36) des barres du cadre (32, 33) au moins sur des zones partielles ;
    - et des parties en saillie (63, 64) sur des zones en regard à la base des griffes et/ou aux quatrièmes zones (42) des barres de cadre (32, 33) à la hauteur des surfaces angulaires (47, 48), les parties en saillie (63, 64) étant sensiblement plus courtes que la longueur des griffes (51, 52), et entre les parties en saillie (63, 64) et les seconds biais (56, 57) est prévu un espacement, caractérisée par les caractéristiques suivantes :
    a) les surfaces extérieures (66, 67) des parties en saillie (63, 64) viennent contre les surfaces angulaires extérieures (47, 48) de la quatrième zone (42) ;
    b) dans le cas des parties en saillie (63, 64) venant contre suivant a) les seconds biais (56, 57) des griffes (51, 52) sont toujours éloignés d'une position finale sur les premiers biais (44) de la quatrième zone (42), et ceci, après que des forces aient été appliquées sur le mécanisme à coins (74, 76) par des coups de marteau de construction, et avant une déformation permanente des premières zones (34) et quatrièmes zones (42).
    c) à l'état montré, les premières zones (34) présentent, à leur surfaces angulaires extérieures (47), une certaine première mesure antérieure,
    d) les parties en saillie (63, 64) présentent, entre leurs surfaces extérieures (66, 67) se faisant face à l'état montré, une seconde mesure antérieure qui est égale à la première mesure antérieure,
    e) les seconds biais (56, 57) ont une position théorique sur les premiers biais (44).
  2. Composition suivant la revendication 1, caractérisée en ce que les premières zones (34) ne peuvent pratiquement pas être comprimées.
  3. Composition suivant la revendication 1, caractérisée en ce que les seconds biais (56, 57) sont écartés des premières zones (34, de plus de la moitié de la largeur des quatrièmes zones (42).
  4. Composition suivant la revendication 3, caractérisée en ce que cet écart est d'environ 2/3 à 3/4.
  5. Composition suivant la revendication 1, caractérisée en ce que les barres (32, 33) du cadre sont en acier laminé à froid et forment un profilé fermé.
  6. Composition suivant les revendications 1 et 5, caractérisée en ce que les premières zones (40) consistent en deux barres soudées bout à bout.
  7. Composition suivant la revendication 1, caractérisée en ce que, dans le cas de coffrages de grandes surfaces à des dimensions de banche, à partir d'une hauteur de 250 cm minimum x une largeur de 75 cm minimum, la force appliquée aux surfaces angulaires (47) est comprise entre 15 et 50 kiloNewton dans le cas de deux à trois verrous de banches (19, 49) disposés sur la hauteur.
  8. Composition suivant la revendication 7, caractérisée en ce que la force est de 30 ± 25 % kiloNewton.
  9. Composition suivant la revendication 8, caractérisée en ce que la force est de 30 ± 10 % kiloNewton.
  10. Composition suivant la revendication 7, caractérisée en ce que deux ou trois points de tension sont prévus sur la hauteur.
  11. Composition suivant la revendication 1, caractérisée en ce que, dans le cas de coffrages destinés aux constructions d'habitation, ayant des dimensions de banches à partir de 250 cm de hauteur x une largeur d'au moins 75 cm, la force appliquée aux surfaces angulaires est comprise entre 7 et 25 kiloNewton pour deux ou trois verrous de banche disposés sur 205 cm.
  12. Composition suivant la revendication 11, caractérisée en ce que la force est de 15 ± 25 % kiloNewton.
  13. Composition suivant la revendication 12, caractérisée en ce que la force est de 15 ± 10 % kiloNewton.
  14. Composition suivant la revendication 11, caractérisée en ce que sont prévus deux ou trois points de tension.
  15. Composition suivant la revendication 1, caractérisée en ce que les parties en saillie (63, 64) sont prévues en partie ou entièrement sur les surfaces angulaires (47).
EP88116425A 1987-10-10 1988-10-05 Composition pour coffrages préfabriqués Revoked EP0311876B1 (fr)

Priority Applications (1)

Application Number Priority Date Filing Date Title
AT88116425T ATE104393T1 (de) 1987-10-10 1988-10-05 Verbund fuer fertigschalungen.

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
DE3734390A DE3734390C2 (de) 1987-10-10 1987-10-10 Verbund für Fertigschalungen
DE3734390 1987-10-10

Publications (3)

Publication Number Publication Date
EP0311876A2 EP0311876A2 (fr) 1989-04-19
EP0311876A3 EP0311876A3 (en) 1990-03-28
EP0311876B1 true EP0311876B1 (fr) 1994-04-13

Family

ID=6338099

Family Applications (1)

Application Number Title Priority Date Filing Date
EP88116425A Revoked EP0311876B1 (fr) 1987-10-10 1988-10-05 Composition pour coffrages préfabriqués

Country Status (7)

Country Link
US (1) US4881716A (fr)
EP (1) EP0311876B1 (fr)
AT (1) ATE104393T1 (fr)
CA (1) CA1302722C (fr)
DE (2) DE3734390C2 (fr)
GB (1) GB2210920B (fr)
NO (1) NO173253C (fr)

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US4188017A (en) * 1978-10-10 1980-02-12 Gerhard Dingler Tensioning device for frame pieces
US4529163A (en) * 1984-04-20 1985-07-16 Gerhard Dingler Combination of form panels and form lock devices
EP0201887B2 (fr) * 1985-05-14 1996-03-20 THYSSEN HÜNNEBECK GmbH Dispositif pour le raccordement et l'emballage d'éléments de coffrage juxtaposés, p.ex. tables de coffrage
DE8535906U1 (fr) * 1985-12-20 1991-03-28 Peri-Werk Artur Schwoerer Gmbh & Co Kg, 7912 Weissenhorn, De

Also Published As

Publication number Publication date
NO884488L (no) 1989-04-11
NO884488D0 (no) 1988-10-07
DE3734390C2 (de) 1993-10-28
GB8823451D0 (en) 1988-11-16
GB2210920B (en) 1991-09-18
ATE104393T1 (de) 1994-04-15
DE3734390A1 (de) 1989-04-20
US4881716A (en) 1989-11-21
GB2210920A (en) 1989-06-21
CA1302722C (fr) 1992-06-09
NO173253B (no) 1993-08-09
NO173253C (no) 1993-11-17
DE3889058D1 (de) 1994-05-19
EP0311876A2 (fr) 1989-04-19
EP0311876A3 (en) 1990-03-28

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