EP0311876A2 - Composition pour coffrages préfabriqués - Google Patents

Composition pour coffrages préfabriqués Download PDF

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Publication number
EP0311876A2
EP0311876A2 EP88116425A EP88116425A EP0311876A2 EP 0311876 A2 EP0311876 A2 EP 0311876A2 EP 88116425 A EP88116425 A EP 88116425A EP 88116425 A EP88116425 A EP 88116425A EP 0311876 A2 EP0311876 A2 EP 0311876A2
Authority
EP
European Patent Office
Prior art keywords
formwork
composite according
areas
frame
cross members
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
EP88116425A
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German (de)
English (en)
Other versions
EP0311876B1 (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(A2) "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 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 differences in weight 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 in the other type.
  • the formlocks are cast parts or are welded from sheet steel.
  • the profile frames are closed hollow profiles, which are extruded from aluminum or are cold rolled steel profiles much more often.
  • a quality criterion for such formwork is the formwork pressure that it can withstand. Concrete is shuttered practically exclusively, and this fresh concrete creates the formwork pressure. DIN 18 216 provides information on how formwork pressure increases depending on the consistency of the concrete and the speed of concreting.
  • DIN 18 202 specifies flatness tolerances for surfaces on walls. They are listed under 2. there. Of course, no formwork can create absolutely flat walls. The formwork, of course, bulges below rather than above due to the pressure increasing with height. The formwork manufacturers endeavor to deliver formwork that is as high as possible in the highest accuracy group without sacrificing essential requirements, such as flexibility, weight, simple structure, etc.
  • the deflections refer to the distance between the measuring points. If the measuring points are 1 meter apart, the unevenness may only be 3 mm for the highest requirements.
  • the maximum loads on industrial and engineering formwork were 40 to 80 kN / m2. It was believed that the number of anchor points and the diameter of the anchor rod and the material quality of the anchor rod were responsible for the possible maximum load. It was believed that if e.g. the Dywidag rod with material quality St 90/110 and 15 mm diameter with a safety factor of 1.75 can take a load of 91 kN, taking into account the formwork pressure of 1.52 m2, a formwork pressure of 60 kN / m2. With a concreting area of 2.27 m2, 40 kN / m2 was achieved.
  • Such prefabricated formwork also element formwork, consists of formwork panels that fit in a width and length grid that differs depending on the company. There are very wide elements and very narrow elements. There are high elements and also low elements. For many different reasons, the profile frames of all these formwork panels must be made from the same profile, regardless of whether the element is of the smallest or largest type.
  • the cross members must also be made of the same profile, regardless of the size of the element.
  • the cross members must also be provided in the same grid, i.e. it doesn't work, for smaller elements e.g. to provide only every third cross member.
  • a completely different type of stress of such a composite which e.g. can consist of ten formwork panels at the moment when the assembly is hanging on the rope of a crane. Wind, snagging, or oscillatory forces may put a load on the panel from behind. This gives rise to the opposite tendency, namely that there is a tendency to form a wedge-shaped gap towards the outside or this gap actually arises. If this happens several times, it may be that the scarf locks loosen their grip and the assembly crashes in whole or in part. The consequences need not be explained in more detail.
  • the deflection of the formwork panel is not determined by the way that it is more or less fitted at its edge in the profile frame. Rather, the formwork panel is supported on the back by the cross members, and when the cross members bend, they exert a torsional moment on those frame legs to which they are firmly connected (e.g. welded).
  • the object of the invention is to provide a composite, with which one can get to suddenly higher concrete pressures by minimal changes, so that one can form much higher than the high concrete filling speed since then.
  • the solution should be applicable to both steel and aluminum formwork. All accessories should continue to be usable. If desired, it should be possible not to change anything on the formwork panels themselves.
  • Cycle planning should be possible, in which concreting takes place at the end of a working day, so that the setting times that hinder the construction process are in the period of rest. Every worker is aware that the hours worked for placing the concrete are higher on average in the morning than in the afternoon when it is time to go home. From these requirements it follows that the concreting speed should be at least 3m / hour. It should be possible to achieve concrete pressures between 50 and 95 kN / m2, even if the concrete is to be poured in such a way that the maximum deflection is only 3 mm according to DIN 18 202 with a distance of the measuring points of 1 m.
  • the projections e.g. In the case of the so-called mammoth formwork from the Meva company, it is only 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.
  • the dimensioning according to claim 3 is the easiest way of realizing the composite and dimensioning the components.
  • a measure according to claim 5 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 6 are known per se and can be used without modification.
  • a dimensioning according to claim 8 is sufficient to roughly double the formwork pressure that 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 design according to claim 9 is sufficient for the so-called mammoth formwork from Meva, Haiterbach, as well as for formwork related to it, such as the Framax frame formwork from Doka, Kunststoff, the Manto formwork from Hünnebeck, Ratingen, the top formwork from Noe , Sweets etc.
  • Claim 15 teaches how little clamping points you can get by, and here too it is favorable to provide the formlocks as close as possible to the cross member.
  • Claim 16 gives the corresponding figures for aluminum formwork, which are available both as residential formwork and as industrial and engineering formwork on the market. More formwork locks are necessary here because the frame legs are easier to twist with the same profile cross-section and the crossbeams made of the same material necessarily give way more easily.
  • Claim 18 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 it is irrelevant in the extrusion process whether there is more or less sales. If you look at the protrusions on the frame leg, it should be borne in mind that this creates a further corner where concrete could stick despite cleaning.
  • the features of claim 23 can save material and weight for certain formwork that does not have to meet the highest requirements and still receives a good introduction of the forces from the cross beams into the frame legs.
  • the features of claim 24 provide an optimal introduction of the forces coming from the cross members into the vertical frame legs.
  • 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 rotates 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 tension 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 were created from the formwork panels 21 by the fact 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 terms of 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 - apart from the width - it is designed in the same way as the formwork panels described above, it is not explained in detail.
  • a formwork panel 24, 45 cm wide 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 identical to the previously described formwork panels 21. It can also be seen that they are interlocked with scarf locks 19 and with the part of the assembly underneath. Since the upper formwork panels 21 are arranged horizontally, their cross members 16 run vertically. Corresponding to the smaller height of 1.20 m, 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 plates 29 by screws 30.
  • Two frame legs 32, 33 have the same cross-section 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 greater bending stress and with the formwork panels 21, the crossbeams 16 are subjected to maximum bending stress and thus attempt to twist the frame legs 32, 33.
  • 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 wedge 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.
  • the 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 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 reason 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 members 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 shutter lock 49 is made of malleable cast iron with a Sigma of 800 kP (Kilopond), namely Sigma-Zug + Sigma-Druck. 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 of the bottom 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 rests at 30 kN on the respective outer corner surface 47, 48. So that defined investment conditions prevail here and do not dictate concrete dirt or the like, the conditions are followed by a fillet 68, 69 on the outer surfaces 66, 67.
  • the corner areas 58, 59 also bear 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 which is integral with the claw 51.
  • the web 77 has an abutment surface 78 directed upwards both for the outer transverse surface 36 of the frame leg 32 and of the frame leg 33, for the latter, however, only slightly overlapping 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, specifically 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, open downward gap 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, with the discrete legs 34, 37, 39, 42 then being replaced by 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)
  • Connection Of Plates (AREA)
  • Joining Of Building Structures In Genera (AREA)
  • Mutual Connection Of Rods And Tubes (AREA)
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 true EP0311876A2 (fr) 1989-04-19
EP0311876A3 EP0311876A3 (en) 1990-03-28
EP0311876B1 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)

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0580537A2 (fr) * 1992-07-21 1994-01-26 Ulma, S.Coop. Ltda. Agrafe pour panneaux modulaires
DE19622149A1 (de) * 1996-06-01 1997-12-04 Stewing Nachrichtentechnik Bauelement, insbesondere Schalplatte zur Herstellung von Betonschalungen
AT407412B (de) * 1992-05-18 2001-03-26 Interfama Srl Vorrichtung mit einem schalschloss für die verbindung von verstärkungsträgern von schalplatten
WO2001063073A1 (fr) 2000-02-24 2001-08-30 Bauma S.A. Verrou pour connecter des plaques de coffrage
EP1842985A2 (fr) * 2006-04-04 2007-10-10 PPS Dietle International GmbH Dispositif de liaison destiné à la liaison de deux éléments de coffrage

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Publication number Priority date Publication date Assignee Title
DE4007948C2 (de) * 1990-03-13 1999-05-06 Thyssen Huennebeck Gmbh Vorrichtung zum Verbinden von Schalungselementen
DE4103775C2 (de) * 1991-02-08 1993-10-21 Maier G Paschal Werk Schaltafel mit an ihren Rändern abstehenden Randstegen aus Flachmaterial
ES2046935B1 (es) * 1991-08-30 1995-11-01 Encofrados J Alsina Sa Dispositivo de union para paneles de encofrados.
DE4311789A1 (de) * 1993-04-09 1994-10-13 Langer Ruth Geb Layher Einrichtung zum Verbinden nebeneinander liegender begehbarer Lauf- und Arbeitsflächen-Elemente
DE4401794C2 (de) * 1994-01-22 1997-07-03 Maier G Paschal Werk Klammer zum Verbinden von Schaltafeln mit deren Randprofile zusammendrückenden Spannbacken
DE4434959C1 (de) * 1994-09-30 1996-05-30 Plettac Ag Vorrichtung zur lösbaren Verbindung von rahmenartigen Elementen, insbesondere Schaltafeln für Betonschalungen
US5709809A (en) * 1996-03-25 1998-01-20 Lee; Wen-Yuan Modular wall form assembly
DE19629660C1 (de) * 1996-07-23 1997-11-20 Maier G Paschal Werk Klammer mit Spannbacken und einem diese verbindenden Träger
US5968403A (en) * 1996-11-15 1999-10-19 Myers; Dallas E. Waler system and clamp for concrete wall forms
US6691976B2 (en) * 2000-06-27 2004-02-17 Feather Lite Innovations, Inc. Attached pin for poured concrete wall form panels
US6698709B2 (en) * 2001-02-23 2004-03-02 Western Forms, Inc. Concrete forming panel with lightweight frame
EA004029B1 (ru) * 2001-04-24 2003-12-25 Борис Петрович Сахаров Профиль опалубки и щит опалубки, изготовленный с использованием указанного профиля
AUPR984902A0 (en) * 2002-01-08 2002-01-31 Nicolo, Assunta A device and system
US6935607B2 (en) * 2002-10-23 2005-08-30 Western Forms, Inc. Forming panel with extruded elongated threaded slot for receiving threaded attachment members
FR2851638B1 (fr) * 2003-02-21 2005-12-30 Deko Profile d'encadrement pour coffrage et coffrages comportant ce profile
DE10330462A1 (de) * 2003-07-05 2005-01-27 Peri Gmbh Einhakbare Spannschlossvorrichtung
US20060208152A1 (en) * 2005-03-15 2006-09-21 Mccracken Robert Clamp for interconnecting components of concrete forming apparatus
DE202006009860U1 (de) * 2006-06-23 2006-08-24 Doka Industrie Gmbh Aussteifungsstruktur und Befestigungselement zur Aussteifung einer Stützen aufweisenden Unterstellung einer Deckenschalung
US20080017783A1 (en) * 2006-07-20 2008-01-24 Hy-Rise Scoffolding Ltd. Formwork panel assemblies and clamp
US8205854B2 (en) * 2008-03-10 2012-06-26 Western Forms, Inc. Form clamp
US20090242729A1 (en) * 2008-03-27 2009-10-01 Ward Philip T Formwork tie & apparatus for retaining tie
US9732903B2 (en) * 2015-11-03 2017-08-15 Rockwell Automation Technologies, Inc. Clamping bracket
US11624196B2 (en) 2016-06-24 2023-04-11 Apache Industrial Services, Inc Connector end fitting for an integrated construction system
US10472823B2 (en) * 2016-06-24 2019-11-12 Apache Industrial Services, Inc. Formwork system
US11306492B2 (en) 2016-06-24 2022-04-19 Apache Industrial Services, Inc Load bearing components and safety deck of an integrated construction system
US11976483B2 (en) 2016-06-24 2024-05-07 Apache Industrial Services, Inc Modular posts of an integrated construction system
MX2019013647A (es) * 2017-05-15 2020-01-13 Sist Tecnicos De Encofrados Sa Panel para encofrados y sistema de encofrado que comprende dicho panel.
CN108915240A (zh) * 2018-07-18 2018-11-30 广州市艺达机械有限公司 一种建筑用塑料模板装置
CN109967578A (zh) * 2019-04-18 2019-07-05 安钢集团华德重工装备有限公司 一种高强异型管及冷弯型钢机
RU191711U1 (ru) * 2019-06-05 2019-08-19 Общество с ограниченной ответственностью "Завод свайных конструкций" Замок клиновой
CN112681382B (zh) * 2021-01-13 2022-04-12 郑州美东工程科技有限公司 工作井施工用模板连接总成

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Publication number Priority date Publication date Assignee Title
US3481575A (en) * 1967-04-03 1969-12-02 Rocform Corp Prefabricated wall form
EP0201887A2 (fr) * 1985-05-14 1986-11-20 THYSSEN HÜNNEBECK GmbH Dispositif pour le raccordement et l'emballage d'éléments de coffrage juxtaposés, p.ex. tables de coffrage

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US1593610A (en) * 1926-04-05 1926-07-27 Kalman Steel Co Form clamp
US2882583A (en) * 1953-06-15 1959-04-21 Rocwall Company Prefabricated form for composition walls
US3761049A (en) * 1971-11-24 1973-09-25 P Theeke Re-usable mold for poured concrete rail
DE2759966C3 (de) * 1977-04-16 1995-08-31 Gerhard Dingler Schalung
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
DE3545273C3 (de) * 1985-12-20 1995-09-07 Peri Werk Schwoerer Kg Artur Spannschloßvorrichtung für Betonschalelemente

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3481575A (en) * 1967-04-03 1969-12-02 Rocform Corp Prefabricated wall form
EP0201887A2 (fr) * 1985-05-14 1986-11-20 THYSSEN HÜNNEBECK GmbH Dispositif pour le raccordement et l'emballage d'éléments de coffrage juxtaposés, p.ex. tables de coffrage

Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
AT407412B (de) * 1992-05-18 2001-03-26 Interfama Srl Vorrichtung mit einem schalschloss für die verbindung von verstärkungsträgern von schalplatten
EP0580537A2 (fr) * 1992-07-21 1994-01-26 Ulma, S.Coop. Ltda. Agrafe pour panneaux modulaires
EP0580537A3 (fr) * 1992-07-21 1995-03-15 Ulma S Coop Agrafe pour panneaux modulaires.
DE19622149A1 (de) * 1996-06-01 1997-12-04 Stewing Nachrichtentechnik Bauelement, insbesondere Schalplatte zur Herstellung von Betonschalungen
WO2001063073A1 (fr) 2000-02-24 2001-08-30 Bauma S.A. Verrou pour connecter des plaques de coffrage
EP1842985A2 (fr) * 2006-04-04 2007-10-10 PPS Dietle International GmbH Dispositif de liaison destiné à la liaison de deux éléments de coffrage
DE102006016879B4 (de) * 2006-04-04 2009-04-09 Pps Dietle International Gmbh Verbindungsvorrichtung zum Verbinden zweier Schalungselemente
EP1842985A3 (fr) * 2006-04-04 2009-12-09 PPS Dietle International GmbH Dispositif de liaison destiné à la liaison de deux éléments de coffrage

Also Published As

Publication number Publication date
GB2210920B (en) 1991-09-18
DE3889058D1 (de) 1994-05-19
NO884488L (no) 1989-04-11
NO173253C (no) 1993-11-17
NO173253B (no) 1993-08-09
GB8823451D0 (en) 1988-11-16
EP0311876B1 (fr) 1994-04-13
DE3734390C2 (de) 1993-10-28
EP0311876A3 (en) 1990-03-28
ATE104393T1 (de) 1994-04-15
DE3734390A1 (de) 1989-04-20
NO884488D0 (no) 1988-10-07
CA1302722C (fr) 1992-06-09
GB2210920A (en) 1989-06-21
US4881716A (en) 1989-11-21

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