WO2001075241A1 - Structure - Google Patents

Structure Download PDF

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Publication number
WO2001075241A1
WO2001075241A1 PCT/EP2000/002852 EP0002852W WO0175241A1 WO 2001075241 A1 WO2001075241 A1 WO 2001075241A1 EP 0002852 W EP0002852 W EP 0002852W WO 0175241 A1 WO0175241 A1 WO 0175241A1
Authority
WO
WIPO (PCT)
Prior art keywords
stmcture
column
slabs
slab
columns
Prior art date
Application number
PCT/EP2000/002852
Other languages
English (en)
Inventor
Ignace Becquart
Ulf Gerd Adolf Friedrich
Original Assignee
Likastar International Corporation S.A.
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Likastar International Corporation S.A. filed Critical Likastar International Corporation S.A.
Priority to PCT/EP2000/002852 priority Critical patent/WO2001075241A1/fr
Priority to AU38164/00A priority patent/AU3816400A/en
Priority to UY26345A priority patent/UY26345A1/es
Priority to ARP010100593A priority patent/AR032147A1/es
Publication of WO2001075241A1 publication Critical patent/WO2001075241A1/fr

Links

Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/348—Structures composed of units comprising at least considerable parts of two sides of a room, e.g. box-like or cell-like units closed or in skeleton form
    • E04B1/34815—Elements not integrated in a skeleton
    • E04B1/34823—Elements not integrated in a skeleton the supporting structure consisting of concrete

Definitions

  • This invention relates to a structure and, more specifically, to a structure which can be rapidly assembled and/or disassembled from a plurality of modular components.
  • a first aspect of the invention provides a structure comprising a plurality of pre-cast modular components each of which comprises a floor slab with at least one substantially vertical column located at the periphery thereof, adjacent components abutting one another such that their respective columns are in mating relationship to comprise at least part of a substantially vertical conduit.
  • a seismic resistant structure comprising a plurality of pre-cast modular components each of which comprises a floor slab with at least one substantially vertical column located at the periphery thereof, the slabs being arranged to redistribute horizontal loads applied thereto into the columns.
  • adjacent components abut one another such that their respective are in mating relationship to comprise at least part of a substantially vertical conduit.
  • a third aspect of the invention provides a method of constructing a structure comprising forming, preferably by casting, from concrete, columns and slabs and from those columns and slabs fabricating a plurality of modular components, wherein each modular component comprises a floor slab with at least one substantially vertical column located at the periphery thereof and securing modular components together at the peripheries of the slabs to so- form the structure.
  • the structure is preferably provided with little or no vertical stiffening, and any accelerating seismic oscillations are preferably damped by an elastic element which supports the or each column.
  • each floor slab is rectangular, for example square, and may be provided with a vertical column at each corner thereof.
  • the or each column may be of hexagonal cross-section.
  • a column from each slab of a two-by-two matrix of floor slabs comprises a column of, for example, octagonal perimeter provided with a central vertical conduit of, for example, square cross section.
  • Each floor slab may comprise an upper and lower layer, each of which may comprise concrete, preferably lightweight concrete as is known in the art, . the concrete being preferably reinforced with, for example, steel bars and/or mesh.
  • the slabs may further comprise peripheral and diagonal beams of, for example, concrete provided with reinforcing elements, such as steel bars, which respectively interconnect the upper and lower layers along the perimeter and across the diagonals thereof.
  • the upper and lower layers may be vertically displaced with respect to one another, thereby defining a cavity therebetween, which may be filled with a lightweight insulating material.
  • Each slab, at the or each position at which the or each column is located, may be provided with means to facilitate the connection of the column to the slab.
  • Said means may be welded to the slab and preferably comprises substantially vertical members upstanding from a horizontal surface through which the column is securely, and preferably releaseably, attached to said means, which may also comprise a vertical plate through which connection to an adjacent and abutting means is facilitated.
  • the structure may further comprise two or more floors each of which comprises a plurality of pre-cast modular components.
  • the structure may be closed by light-weight panels which are arranged to support their own weight and to resist any wind force applied thereto and, for example, do not provide any load bearing or structural function to the structure.
  • Figure 1 shows a isometric view of one floor of a structure which is partially cut away
  • Figure 2 shows a plan view of a modular component
  • Figure 3 shows an exploded view of the modular component of Figure
  • Figure 4 shows a view along section A- A' of Figure 2;
  • Figure 5 provides a view along section B-B' of Figure 2;
  • Figure 6 shows an exploded view of a connecting joint
  • Figure 7 A shows an isometric view of a portion of a column's reinforcing elements
  • Figure 7B shows a vertical section of a column
  • Figure 8 shows a plan view of an assembled column
  • Figures 9 A to 9E show plan views of alternative floor slabs
  • Figure 10 shows a plan view of a foundation slab
  • Figure 11 shows a section through an exterior wall panel
  • Figure 12 shows a plan view of a typical external corner connection between wall panels and a connecting joint
  • Figure 13 A shows a gable panel
  • Figure 13B shows a side elevation of a portion of an installed roof ridge beam
  • Figure 13C shows an section through the roof ridge beam of Figure 13B.
  • FIG. 1 there is shown a part of a structure, generally indicated at 1, comprising a plurality of modular components 2, each of which comprises a square floor slab 5 provided with a connecting joint 6 in each corner thereof, each connecting joint 6 being able to support a hexagonal column 7.
  • each column 7 is, or can be, attached to a further slab 5' which is further provided with an connecting joint 6'.
  • a column 9 formed from the abutment of four adjacent columns 7 is of octagonal form and comprises a central conduit 10 through which services, such as electricity, gas, water and the like, can run.
  • the slab 5 comprises reinforcing elements 12, which are situated at the periphery of the slab 5 and across the diagonals thereof.
  • the peripheral elements 13 and diagonal elements 14 each comprise linear reinforcing elements 15 and sinusoidal elements 16, a pair of each 15, 16 forming the respective peripheral
  • FIG. 4 provides a view along section A-A' and Figure 5 provides a view along section B-B' of Figure 2.
  • Each slab 5 comprises upper and lower portions 51, 52 which comprise reinforced concrete and, as previously stated, are joined together at their peripheries and across the diagonals thereof by reinforced concrete.
  • the linear and sinusoidal reinforcing elements 15, 16 which comprise the peripheral and diagonal reinforcing elements 13,
  • the upper and lower portions 51, 52 are further reinforced by steel mesh 53 which extends throughout each of the lower and upper portions 51, 52.
  • a further mesh 54 reinforces the edge of the slab 5 and effectively completes the reinforcement.
  • the mesh 54 defines a substantially "C-shaped" member which extends along substantially the entire length of the periphery of each slab 5.
  • FIG. 6 provides an exploded view of a connecting joint 6 one of which is provided in each corner of the slab 5.
  • the concrete comprising the slab 5 has been removed for the sake of clarity.
  • the peripheral and diagonal reinforcing elements, 13 and 14 respectively, are welded to vertical plates 23 of the joint 6, which interconnect parallel upper 21 and lower 22 plates.
  • the upper and lower plates 21, 22 are provided with threaded bolts 25 and associated respective spring washers 26, which may comprise high tensile steel and which are arranged to project through the upper and lower plates 21, 22 and into respective threaded apertures 27 of each column 7.
  • a bearing material 30 Interposed between each of the plates 21, 22 and the top of a column 7 is a bearing material 30, which may comprise a sandwich of metal plates 31 and rubber 32.
  • the rubber 32 may comprise high density neoprene, for example, which may be glued to each of the metal plates 31.
  • the joints 6 are each provided with facing plates 28 which comprise apertures 29 through which connection can be made to abutting and aligned facing plates 28 of further connecting joints 6.
  • Each column 7 comprises concrete 40 reinforced with a plurality of vertical 41 and horizontal 42 reinforcing elements, which may be formed from steel and welded to one another.
  • the horizontal elements 42 describe a perimeter of similar shape to the intended finished cross-section of the column 7, in this case hexagonal.
  • each column 7 may comprise one or more longitudinal apertures or bores 45 formed in the concrete 40 thereof, and which extend the entire length of the column 7 and through which electrical cable may be run.
  • Such bores may be, for example, of circular cross section with a diameter of 20 mm.
  • each column 7 is abutting along their lengths such that they define a single column 9 with a central conduit 10.
  • one of the columns 7' is formed with an opening 8 at either or each end thereof.
  • the reinforcing elements 41', 42', 43' in the region of the opening 8 are of similar form to those which are utilised in the rest of the column 7, with the exception that the horizontal bars 42 define a truncated perimeter.
  • FIGS 9A to 9E show various profiles of slab 5a to 5e respectively which are variants of the slab shown previously and afford the architect flexibility in design. All the alternative slabs 5a to 5e are provided with connecting joints 6 at each corner and comprise upper and lower portions 51', 52' with a gap therebetween which may be at least partially filled with an insulating material.
  • Figures 9a to 9d show slabs 5a to 5d respectively which are provided with respective apertures 55a to 55d which are used to provide shafts or for the provision of staircases between floors.
  • the reinforcing elements are provided along the peripheries of each slab, 5a to 5e and, where possible, across, the diagonal thereof.
  • the apertures 55a to 55d are reinforced around their respective peripheries in the manner described above, which is to say with linear and sinusoidal reinforcing elements which are welded to the main reinforcing elements.
  • FIG. 10 shows a basic foundation slab 70 which comprises a frame 71 of four perimeter beams 72 interconnecting connecting joints 6 at each corner.
  • the perimeter beams 72 comprise reinforced concrete, similar to those described with reference to the other beams, which is to say they comprise linear and sinusoidal elements, together with a steel mesh.
  • a series of foundation slabs 70 are anchored to a foundation plot, thereby providing a pre-cast foundation frame corresponding to the floor plan previously designed by an architect.
  • a bearing material 30 is placed in preparation of the installation of a column 7 thereon.
  • each column is bolted to its respective joint 6, by virtue of the bolts 25 engaging the sockets 44 provided in the column ends.
  • This is first completed with a single floor slab 5, providing a basic module 2 of a slab 5 with four columns 7, one at each comer.
  • the columns 7 are vertically aligned with the use of tie rods and once the columns 7 are in the correct alignment the bolts 25 are tightened to the required torque.
  • This first module 2 provides a set-point to which all other modules 2 may be subsequently aligned.
  • the next slab 5 is positioned upon its respective foundation slab 70 and connected to the adjacent, aligned module 2 by bolting the abutting joints 6 together by high tensile bolts which protrude through respective apertures 29 provided in respective facing plates 28.
  • the columns 7 are then positioned upon this further slab 5 and secured by virtue of the bolts 25.
  • a complete floor of the structure 1 is completed in such a fashion. Once a floor has been completed, the operation is continued until the entire structure 1 has been built.
  • a so-erected structure 1 will require enclosing before it is habitable.
  • exterior and interior wall panels are required, as is a roof, which can either be flat (with a minimum 3% slope) or pitched.
  • Figure 11 shows a section through an exterior wall panel 100 comprising a laminate of an outer layer 101, insulation 102 and an inner layer 103.
  • the outer layer 101 comprises fine aggregate concrete reinforced with steel fibres whereas the inner layer 103 comprises coarse aggregate concrete reinforced with steel fibres.
  • the outer and inner layers 101, 103 are interconnected by screws, nails or other suitable fixings 104 which are able to attach the layers to a frame of wooden lathes 105, or other insulation materials.
  • the panel 100 is further reinforced by the provision of periodical vertical and horizontal steel rods 106. Reinforcing elements similar to those exemplified above, are used to reinforce the perimeter of the panels 100, and to these connection panels are welded to allow the panels 100 to be connected to the modules 2.
  • connection of panels 100 to a column support 6 is shown in Figure 12.
  • the facing plates 28 of a support 6 abut the connection panel provided on the inner layer 103 of a panel 100 and these plates are welded to the facing plates 28 of the joint 6 to secure each panel 100 thereto.
  • Similar panels are provided with openings for doors and windows to finish the exterior of the building according to the desired plans.
  • an external panel 100 is welded as described above to normally the first module 2, where it is accurately located and secured. Further panels are then sited upon respective exterior walls of the ground or lowest floor. Once this is completed the next floor is finished in an identical manner, the joints between the panels being sealed with a proprietary elastic, such as a silicone-based, sealant. In this manner, the whole structure 1 can be enclosed.
  • a proprietary elastic such as a silicone-based, sealant.
  • Various roof profiles may be used to finish the structure 1, which include a flat roof comprising floor slabs 5 over which thermal and acoustic insulation is placed. This insulation can be arranged to provide the slope of the roof if desired and over this the roofing membrane may be secured.
  • a lacquered steel sandwich panel with injected polyurethane foam may be used.
  • a roof was discussed in our co-pending patent application (PCT/EPOO/00282) and is ideal for use with this modular system.
  • PCT/EPOO/00282 co-pending patent application
  • triangular gable panels 120 are installed along opposed edges of the structure 1 and, if required, at points intermediate those extremes.
  • the gable panels 120 are formed from pre-cast steel reinforced concrete with peripheral 121, vertical 122 and horizontal 123 reinforcing elements and are provided with connection plates 124 welded thereto.
  • the connection plates 124 are welded to respective connecting joints 6 to so-secure the gable panels 120 in position.
  • a roof ridge beam 130 which comprises a pair of vertically-aligned, horizontal, parallel tubes 131, 132 of rectangular section interconnected by a sinusoidal or zig-zag shaped rod 133 which is welded to respective portions of the tubes 131, 132 at the points of maximum amplitude of the curve.
  • the ends of the tubes 131, 132 are welded to connection plates 125 provided on the gable panels 120.
  • the roof panels are installed in accordance with our co-pending patent application (PCT/EPOO/00282) and finished with a sealant, for example comprising silicone.
  • a sealant for example comprising silicone.
  • the gaps between the panel 100 and the roof panels are sealed similarly with a sealant.
  • the internal walls may then be completed according to previously defined wall plans.
  • the electrical and other services are installed as the building is being constructed, the ducts and switch boxes being installed during manufacture of the pre-cast elements.
  • the conduits 9 are used to pipe services into the building and used to direct them to their desired location.
  • conduits 45 within a column 7 may be used for electrical cabling.
  • the internal walls may comprise any desired substance and may be finished with any normal finishing material, paint, wallpaper, artex for example.
  • the floors can be any proprietary system such as parquet, carpet, linoleum, glued ceramic and the like, and a suspended ceiling can be installed.
  • building services can, in many ways, be more easily incorporated into the inventive structure. For example, leaving out one column 7 in a set of four columns 9 should be used to the full at the initial planning stage, to give the greatest possible flexibility for the installation of building services. Conduits 10 not used can have their missing columns 7 restored in a later stage of planning. To simplify the installation of pipework and electrical systems, the columns 7 with openings 8 at their top or bottom, which are necessary in any case, should be supplemented where appropriate by additional columns 7 with access openings thereby allowing necessary fastenings and connections, for example, to be reached from various angles.
  • the conduits 10 can be used, once they have a steel liner acting as a flue inserted therein, as chimneys for air heating systems or as conduits for air conditioning systems. If under-floor heating is required, the necessary pipework can be incorporated into the floor slabs 5 during the manufacture phase. If required, the cavity 55 between upper 51 and lower 52 layers of a slab 5 can also be used to direct cabling to the desired location, as can the space filled with insulation 102 between outer 103 and inner 101 layers of an external wall panel 100.
  • the inventive structure 1 exhibits an unexpectedly high resistance to horizontal loads. This is mainly a consequence of the elastic restraint 30 between the columns 7 and the floor slabs 5, turning the basic cube 2 into a stable three-dimensional load-bearing unit. Apart from the general avoidance of vertical stiffening, the elastic restraint provides the structure 1 with a high degree of earthquake resistance.
  • the structural load imposed by an earthquake consists primarily of horizontal pulses of varying intensity at ground level.
  • the principle disadvantage of conventional building techniques in respect of earthquake resistance is that the entire horizontal loading must be born by a few specific building components. If these components have been inadequately dimensioned or manufactured, or have subsequently lost part of their load-bearing capability, they constitute the "weakest links in the chain" if the building subjected to an earthquake.
  • the inventive structure 1 has no weak points of this kind from the start. All points of restraint are manufactured from rolled steel. Strong horizontal loading causes elastic deformations of these connecting elements 7 (and plastic deformations in case of more severe earthquakes) and thus brings about a redistribution of forces accompanied by an increase in stability. This means that a force applied in the direction of the slab diagonals creates an elastic deflection of all the columns 7, a compressive strain of all the polymer bearings, and an elastic bending of all the joint flanges along the axis of force. These deformations give then rise to a redistribution of forces to the adjoining columns 7, which possess much greater stability in this direction, and (via the sheet action of the floor slabs 5) to all other joints of the affected intermediate floor and adjoining columns 7 as well.
  • the design of the joint 6 helps to create high system rigidity with respect to dead weights, and at the same time restricts dynamic load (e.g. seismic activity) by providing a greater capacity for dissipating energy; a high level of ductility can thus be expected in the overall structure 1. It also contributes to soundproofing between the individual floors, which cannot otherwise be achieved either by a monolithic joint or by traditional joint commonly used in structural steel engineering. A traditional pre-cast component joint produces approximately the same level of soundproofing but it is not possible to arrive at a corresponding level of system rigidity for dead weights. Bracing components are otherwise always necessary to combat horizontal and dynamic loads on the overall system; these are not required in the inventive structure 1, which considerably increases its variability of use and design.
  • the floor/ceiling is a new kind of hollow filler block floor 5 as with a lightweight, reinforced concrete slab on top 51 connected monolithically to a girder grid consisting of edge beams 13 and diagonal beams 14 and a bottom slab 52 of lightweight, reinforced concrete also joined monolithically but only to the edge beams 13.
  • the structure 1 is completely independent of vertical stiffening.
  • the accelerating seismic oscillations are damped by the elastic connecting joints 6 and propagated further in the columns 7 (which are also elastic); from there, they travel through the rigid floor slabs 5, and so on.
  • the mass of the upper stories has a stabilizing effect, as it possesses a high inertia, so the cellar quakes, but the upper floors remain at rest!
  • the load-bearing elements of the structure 1 have a weight as low as possible (e.g. a square metre of prefabricated intermediate floor has mass of some 315 kg and a cubic metre of prefabricated room a mass of around 105 kg).
  • the panels 100 are designed to have as low a weight as possible, consequently having a low horizontal inertia.
  • Other suitable panels are those described in our co-pending application (PCT/EPOO/00282) which have a mass per unit area of 15 kg m "2 .
  • the outer and inner walls should be built as lightweight structures and without stiffening and a maximum of an eight- storey structure 1 should be constructed.
  • An additional safety reserve against severe earthquakes and other disasters can be set up by incorporating a controlled (planned) sequence of failure in the materials used.
  • the elements of the structure 1 are designed so as to maintain the frictional connection in the entire load-bearing structure when there is a break in the concrete.
  • the reinforcement of the slab beams is welded to the joints 6 and can therefore perform its function of taking up tensile forces, even in the event of concrete failure.
  • the screw bolts 25 with which the connecting joints 6 are connected to one another and to the columns 7, as well as the welded seams in the supports 6, are also of such dimensions that they retain their tensile strength, even after the failure of the concrete and after any plastic deformation of the support profile.
  • the elastomer layer 30 between joint 6 and column 7 serves even when the highest moment is applied, to prevent edge compression on the columns 7, and thus, spalling of the edges, which would result in a diminished restraining effect.
  • the structure 1 is built according to a system comprising pre-cast construction for multi-purpose applications.
  • the special features of this construction system are in particular its highly flexible design, suitability for series production, the low investment and production costs involved and finally its simple assembly.
  • the structure 1 and associated system provide the opportunity of adapting production and assembly process to the technical requirements and possibilities of manufacturers having widely different levels of technical know-how and superiority.
  • the process of production and assembly can be adapted to meet these conditions and such industrial series production with stockpiling offers all-round applications in general building construction and design.
  • a further advantage of the inventive system 1 is that it may be disassembled as quickly and cheaply as it may be assembled.
  • the components are bolted together upon assembly and consequently they can be unbolted when necessary. This affords the owner or the builder flexibility of location as well as the ability to alter the stmcture 1, such as expand or decrease the area covered, as required.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Springs (AREA)
  • Floor Finish (AREA)
  • Buildings Adapted To Withstand Abnormal External Influences (AREA)

Abstract

Une structure de l'invention comporte plusieurs composants modulaires préfabriqués comprenant chacun une dalle dotée, à sa périphérie, d'une colonne sensiblement verticale, des composants adjacents venant buter les uns contre les autres, de sorte que les colonnes respectives s'emboîtent et puissent recevoir un conduit sensiblement vertical. Ladite structure peut être antisismique.
PCT/EP2000/002852 2000-03-31 2000-03-31 Structure WO2001075241A1 (fr)

Priority Applications (4)

Application Number Priority Date Filing Date Title
PCT/EP2000/002852 WO2001075241A1 (fr) 2000-03-31 2000-03-31 Structure
AU38164/00A AU3816400A (en) 2000-03-31 2000-03-31 Structure
UY26345A UY26345A1 (es) 2000-03-31 2000-09-19 Estructura
ARP010100593A AR032147A1 (es) 2000-03-31 2001-02-09 Una estructura

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
PCT/EP2000/002852 WO2001075241A1 (fr) 2000-03-31 2000-03-31 Structure

Publications (1)

Publication Number Publication Date
WO2001075241A1 true WO2001075241A1 (fr) 2001-10-11

Family

ID=8163892

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/EP2000/002852 WO2001075241A1 (fr) 2000-03-31 2000-03-31 Structure

Country Status (4)

Country Link
AR (1) AR032147A1 (fr)
AU (1) AU3816400A (fr)
UY (1) UY26345A1 (fr)
WO (1) WO2001075241A1 (fr)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
ES2801777A1 (es) * 2019-07-02 2021-01-13 Prefabricados Tecnyconta S L U Panel constructivo prefabricado de cascara armada.

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102912878B (zh) * 2012-11-05 2014-06-18 天津大学 模块化建筑隔震体系

Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
FR2289686A1 (fr) * 1974-10-29 1976-05-28 Auxiliaire Entreprises Soc Perfectionnements apportes a la construction de batiments realises a partir d'elements tridimensionnels prefabriques
US3976741A (en) * 1970-11-17 1976-08-24 Isg International Incorporated Building construction
GB1485028A (en) * 1973-11-26 1977-09-08 Kuprian W Building elements
DE2711198A1 (de) * 1977-03-15 1978-09-21 Mengeringhausen Max Verfahren und formwerkzeug zur herstellung einer punktbelastbaren polygonfoermigen bauplatte, insbesondere doppelbodenplatte sowie kern zur verwendung bei der herstellung der bauplatte
FR2464339A1 (fr) * 1979-08-28 1981-03-06 Wybauw Jacques Systeme de construction d'une ossature de batiment par assemblage d'elements prefabriques en beton
DE3526449A1 (de) * 1985-07-24 1987-02-05 Dimitri Papanikolaou Vorgefertigtes bauelement fuer die erstellung von gebaeuden sowie verfahren unter dessen verwendung
EP0631022A2 (fr) * 1993-05-04 1994-12-28 Karl Seitz Elément tridimensionnel pour la construction d'ouvrages et procédé pour sa fabrication
EP0826840A1 (fr) * 1996-09-03 1998-03-04 Rebuild World RBW S.A. Unités de construction

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3976741A (en) * 1970-11-17 1976-08-24 Isg International Incorporated Building construction
GB1485028A (en) * 1973-11-26 1977-09-08 Kuprian W Building elements
FR2289686A1 (fr) * 1974-10-29 1976-05-28 Auxiliaire Entreprises Soc Perfectionnements apportes a la construction de batiments realises a partir d'elements tridimensionnels prefabriques
DE2711198A1 (de) * 1977-03-15 1978-09-21 Mengeringhausen Max Verfahren und formwerkzeug zur herstellung einer punktbelastbaren polygonfoermigen bauplatte, insbesondere doppelbodenplatte sowie kern zur verwendung bei der herstellung der bauplatte
FR2464339A1 (fr) * 1979-08-28 1981-03-06 Wybauw Jacques Systeme de construction d'une ossature de batiment par assemblage d'elements prefabriques en beton
DE3526449A1 (de) * 1985-07-24 1987-02-05 Dimitri Papanikolaou Vorgefertigtes bauelement fuer die erstellung von gebaeuden sowie verfahren unter dessen verwendung
EP0631022A2 (fr) * 1993-05-04 1994-12-28 Karl Seitz Elément tridimensionnel pour la construction d'ouvrages et procédé pour sa fabrication
EP0826840A1 (fr) * 1996-09-03 1998-03-04 Rebuild World RBW S.A. Unités de construction

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
ES2801777A1 (es) * 2019-07-02 2021-01-13 Prefabricados Tecnyconta S L U Panel constructivo prefabricado de cascara armada.

Also Published As

Publication number Publication date
AU3816400A (en) 2001-10-15
UY26345A1 (es) 2001-09-28
AR032147A1 (es) 2003-10-29

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