EP1132538A2 - Vorgefertigte selbsttragende platte aus polystyren und beton - Google Patents

Vorgefertigte selbsttragende platte aus polystyren und beton Download PDF

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Publication number
EP1132538A2
EP1132538A2 EP99941657A EP99941657A EP1132538A2 EP 1132538 A2 EP1132538 A2 EP 1132538A2 EP 99941657 A EP99941657 A EP 99941657A EP 99941657 A EP99941657 A EP 99941657A EP 1132538 A2 EP1132538 A2 EP 1132538A2
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EP
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Prior art keywords
concrete
polystyrene
plate
ribs
arches
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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.)
Withdrawn
Application number
EP99941657A
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English (en)
French (fr)
Inventor
Jaime Enrique Jimenez Sanchez
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Individual
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Individual
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Publication date
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Publication of EP1132538A2 publication Critical patent/EP1132538A2/de
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Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
    • E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
    • E04B5/32—Floor structures wholly cast in situ with or without form units or reinforcements
    • E04B5/36—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor
    • E04B5/38—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor with slab-shaped form units acting simultaneously as reinforcement; Form slabs with reinforcements extending laterally outside the element
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
    • E04B5/02—Load-carrying floor structures formed substantially of prefabricated units
    • E04B5/026—Load-carrying floor structures formed substantially of prefabricated units with beams or slabs of plastic
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
    • E04B5/02—Load-carrying floor structures formed substantially of prefabricated units
    • E04B5/04—Load-carrying floor structures formed substantially of prefabricated units with beams or slabs of concrete or other stone-like material, e.g. asbestos cement
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
    • E04B5/02—Load-carrying floor structures formed substantially of prefabricated units
    • E04B5/04—Load-carrying floor structures formed substantially of prefabricated units with beams or slabs of concrete or other stone-like material, e.g. asbestos cement
    • E04B5/046—Load-carrying floor structures formed substantially of prefabricated units with beams or slabs of concrete or other stone-like material, e.g. asbestos cement with beams placed with distance from another
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
    • E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
    • E04B5/17—Floor structures partly formed in situ
    • E04B5/23—Floor structures partly formed in situ with stiffening ribs or other beam-like formations wholly or partly prefabricated
    • E04B5/26—Floor structures partly formed in situ with stiffening ribs or other beam-like formations wholly or partly prefabricated with filling members between the beams
    • E04B5/261—Monolithic filling members
    • E04B5/263—Monolithic filling members with a flat lower surface
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
    • E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
    • E04B5/17—Floor structures partly formed in situ
    • E04B5/23—Floor structures partly formed in situ with stiffening ribs or other beam-like formations wholly or partly prefabricated
    • E04B5/26—Floor structures partly formed in situ with stiffening ribs or other beam-like formations wholly or partly prefabricated with filling members between the beams
    • E04B5/266—Filling members covering the undersurface of the beams

Definitions

  • the present invention relates to a prefabricated plate based on arches and ribs with a double-T shape made of reinforced or pre-stressed concrete. Because of the concreting of the ribs machined against the arches, the latter are inserted in the ribs and thus is obtained a prefabricated integral plate.
  • the ribs may have extensions with bottom copes of the same thickness as the prefabricated beams of the plate type or a bottom concrete plank on which it rests, providing a level floor and beams, such that the plasterwork may be applied directly on the underside of the structure, and the beam and the floor cannot be distinguished.
  • the main problem is solved by adapting the floors based on prefabricated plates to the "smooth" structures characteristic of floors currently built in Spain and other warm weather countries, which constitutes a further object of the invention.
  • classic arch and joist structures are the most economical floor structures for countries with a Mediterranean or Tropical climate.
  • Level joist and arch floors are those used most often, as they are inexpensive as regards materials and labor in prefabrication and on-site assembly.
  • on-site working time must be as short as possible in order to prevent increased labor costs and to reduce the risk of freezing of the concrete poured on-site.
  • prefabricated floors of the semi-plank type both pre-stressed or reinforced, or of the pre-stressed honeycomb plank type are frequent and classic joist and arch floors are seldom employed.
  • Figure 13 shows typical floors of joists reinforced with lattices and polystyrene arches, with or without a bottom coating tongue of the joist. These floors are " self-supporting " over approximately 1.5 m due to the lattice, and require a straining piece or buttress until admitting the concrete mixed on-site for these distances. Risk of workers falling due to sliding of the arches on the joist supports or breaking of the arches is high, and therefore in most European countries, including Spain, its use is forbidden without using safety boards or placing a fillet under.
  • Figure 14 shows another two typical floors, with a bottom concrete plate which bears a stiffening mesh, stiffening or “set supporting” lattices over 1.5 m (therefore requiring on-site straining pieces and lightened polystyrene blocks or arches.
  • ribs are concreted in-factory, increasing the " self-supporting " capacity to 3 m, with normal plate thickness of 22 to 28 cm.
  • the lattice must project vertically in order to ensure the grade or union stresses between the two concretes. In this case there is no risk for the worker as the reinforced concrete bottom plate prevents the fall.
  • These are widely used in Germany and Belgium, among other countries. Likewise, they have the disadvantage of being more expensive than the traditional arch and joist structures and in that their cutting on-site is laborious, as the entire plank must be cut.
  • Figure 15 shows another type used for covers, in which the polystyrene covers the entire lower part and perfectly insulates the floor.
  • This model is completely self supporting along its entire length and is generally used without a compression layer on-site.
  • a top mesh is required as well as a 4 cm thickness plank, as otherwise it would not be very resistant and cracks or breaks would result.
  • safety is good as the weight of the worker is supported by the concrete, but cutting on-site is expensive and the weight is high.
  • Figure 16 shows a variation of a honeycomb plate where the honeycombs are made of expanded polystyrene. It is self supporting over its entire length but is not cut well on-site, it is expensive, heavy and has thermal bridges at its ribs.
  • PLASBU The model of figure 17, known as PLASBU, makes the polystyrene arch rigid by adding a small concrete bottom rib with a lattice, thus making it self supporting over 2 m, and making it more expensive than the traditional one. It insulates well and is easy to cut, although it requires straining labor and on-site assembly. If one walks far from the concrete rib the arch may return and the worker may fall.
  • Figure 18 shows a model of a joist reinforced with a lattice, concreted inside a box of the polystyrene arch. It is not self supporting for more than 1.5 m (therefore requiring on-site straining pieces, making it impossible to walk on, but it provides a good insulation and is easily cut.
  • the right hand side figure of Figure 19 shows a joist model (as described by its author) which consists of a joist coated in polystyrene, intending it to be lightweight as it is a joist which may be lifted manually, although it is not self-supporting from 4 to 7 m as any engineer experienced in structure calculations could deduce.
  • the patent does not mention how to walk on the polystyrene as it is simply an insulating coating and not a prefabricated plate as such, with a large format.
  • Union to the concrete mixed on-site is obtained by steel seaming, and is thus expensive.
  • the system is also expensive as it requires placing many joists next to each other and lifting each one manually and individually.
  • Figure 19 shows the same type of joist coated in polystyrene with a different type of lattice which is mounted on-site in the same manner, next to each other.
  • Figure 21 shows a further variant of a prefabricated plate which comprises several ribs or joists next to each other and integrated in a continuous polystyrene arch.
  • a prefabricated plate which comprises several ribs or joists next to each other and integrated in a continuous polystyrene arch.
  • it is stated that it is a lost form and it is not claimed or described as self supporting along part or all of its length, nor is the shape of the rib required to make it so. As mentioned above, it can be self supporting if the scale is increased but they are not valid with conventional household building thickness.
  • Figure 22 shows another prefabricated self-supporting plate, at most over 2 or 3 m for similar thickness as the traditional floor which it replaces. As mentioned by the author the plate 6.8 m long weighs 60 kg, so that it cannot be self supporting over 4 to 7 m.
  • the self supporting capacity is due to the lattice reinforcements of the commercial DAVUM, KAISER, FILIGRANE, DATEU, BAUSTA-OMNIA types among others, that is. conventional reinforced joist lattices. Even if the lattice diameter is increased they cannot be made self supporting over 4 to 7 m unless the thickness is increased much beyond the traditional floor which they replace.
  • Figure 24 explains with the aid of a drawing the need for concrete ribs to have double flanges as even if the concrete is not vibrated, when exerting a force on the arch the crack will continue until reaching the lower part of the top flange, the union will begin to operate under shearing, which prevents supporting 100 kg on the overhang without breaking for polystyrene densities of 20 kg/m 3 and a safety coefficient of 2.
  • Figure 25 defines the overhang and thickness for an effective insertion of low density polystyrene (10 kg/m 3 ), which is less costly, with the relation with each other in order not to break as follows: Weight. 2 V 1/6 H 2 (20+2. H ) ⁇ 0,5 kg/cm 2 where the weight is in kilograms and the overhang V and thickness H in centimeters.
  • overhang V is determined by the edge of the lower flange and thickness H is measured from the bottom of the top flange to the bottom of the arch.
  • This theoretical-experimental formula includes a safety coefficient of 2. In a first approximation, this relation leads to an overhang which is smaller than the thickness.
  • Figure 26 shows that due to the double-T arrangement the integral union between the two ribs is ensured both for negative and positive moments, loads in stacking and elevation and transport on-site.
  • Figure 27 shows that working the section with negative moments near the floor or plate supports requires a compression head with the bottom T implying that for the same thickness and negative moment, less steel is required than for the bottom case without a T, as the center of mass of the stressed concrete area is greater in one case and lower in the former case.
  • Lattices are employed to join concrete, not claiming any top finish of the rib. In most patents the lattices are employed likewise, as they arc self supporting to a length of 1.5 to 3 m.
  • the invention object of the present memory relates to a type of semi-fabricated plate which includes all advantages of prefabrication and thereby reduced construction times and costs, further providing a solution for support of the prefabricated joists which allows leaving the bottom part of the structure fully smooth and ready to receive the direct plasterwork at a good price.
  • This plate may be used resting on classic unidirectional smooth beam forms (used to support beams and floor joists), on brick walls or combined with TUL type beams consisting of a scrap box with a concrete plate. These beams allow to rest the floor on said plate. thus preventing forming on-site, which is expensive due to the investment required by it.
  • Reinforcement for negative moments can be distributed in steel bars of a smaller diameter and distributed on the entire top surface of the plates, so that these are concentrated on top of the ribs.
  • the prefabricated plate is between 0.6 and 2.4 m wide, with a typical width of 1.2 m due to transportation and to the weights which can be lifted by cranes used in construction,
  • the rib on-center distance is similar to the traditional values of 60, 70 or 80 cm.
  • the length of the plate depends on the span between structure beams and construction loads. Among the most typical is 22 cm, and adding 4 cm more on-site provides the 26 cm of traditional floors calculated for spans between 3 and 6 m and typical floor loads of 660 kg/m 2 total load
  • Each prefabricated plate includes two solid concrete ribs of the same thickness as that of the plate, making it rigid and preventing on-site straining pieces. They are therefore self supporting, as with honeycomb plates. These further avoid return, so that the plate rests on 4 points, avoiding bad stacking and providing stability in transportation.
  • the ribs have several shapes, the more typical ones having a double-T shape for each rib.
  • Plates may have 1, 2, 3 or 4 ribs depending on the taste of the designer and the fabrication widths, and may have protrusions on the flanges of the T's both at the top and bottom to allow better assembly of the arches.
  • the double T flanges may have any shape and size: triangular, trapezoidal, oval, rectangular among others, and the top and bottom flanges may even be different.
  • the arches may have longitudinal grooves to help assembly on the ribs, reducing the flanges or in order to receive the plaster on the bottom side of the plate.
  • a further consequence of the double T's is that the cavity which is left between the flanges of two adjacent ribs is smaller than 40 cm, so that a person cannot fall through it even if the polystyrene arches did break, increasing its safety advantage.
  • Steel to be placed on the prefabricate may be pre-stressed steel, with the resulting savings in construction steel as its higher elastic limit allows to reduce its section considerably.
  • Construction of the plate with arches in the factory entails a further advantage, as it is not necessary to use a cast to give the ribs their shape, as the double T shape is obtained with the figure drawn on the polystyrene arches (or of any other material), with the later cast removal not required.
  • polystyrene arches it will be necessary to avoid their floatability by pouring concrete into the ribs with a small bottom tongue of the arch. in order to counteract the concreting pressure, or by a metal frame to walk on top of it.
  • the investment required to make these plates is much smaller than those of other installations of pre-boards or honeycomb plates.
  • the new plate is the possibility of reinforcement with cut steel or seam steel of only the support areas if the calculation requires so, or to increase favorably both the top and bottom compression heads.
  • Increase in the rib width and of its reinforcement due to loads later concentrated in the building is also not a problem as narrower arches are used in order to increase the width of the rib.
  • the change in thickness of the floor is immediate by using arches with a greater or smaller thickness, thus adapting to smaller or greater spans and loads, but which are always equal to those of the traditional floors to be replaced.
  • the ends of the ribs can have an salient reinforcement in order to anchor the cutting stress on the support as per current regulations.
  • the main advantage obtained from this new system is also an economical one, as when adding all costs involved in its fabrication and assembly we find that it is lower than for a for a traditional joist and arch floor, hitherto considered the cheapest in the market.
  • the new plate not incorporating concrete as a traditional one, not requiring lattices; it substantially reduces the negative moment reinforcement as it has a lower compression head; for a typical thickness of 26 cm it weighs 75 kg/m 2 less than a traditional reinforced joist structure and thereby allows to reduce cost in steel in the entire construction; as it is not necessary to place safety planks on-site it saves labor; as it does not require special casts the investment in a fabrication installation is low, etc..
  • a further possibility would be to use extruded or molded (with ribs) polystyrene in order to use less polystyrene and thereby reduce the cost of the plates.
  • the weight of the finished floor it is lower than that of a joist and arch floor if polystyrene arches are used, saving a few kg of steel in the calculation.
  • a floor of ceramic joists and arches for a 26 cm width weighs 260 kg/m 2 , while the new floor weighs 185 kg/m 2 .
  • the weight of the prefabricated plates (for a plate 22 cm thick, 1.2 m wide and 5 m long. typical of household buildings) is on the order of 5043 kg, allowing 750 kg cranes to lift them easily. Transportation is also less costly than for honeycomb plates of similar use and identical to that of joists and arches..
  • This new floor system is on the ends of the plates, on the support on the TUL type beams with a concrete plate and scrap box.
  • the concrete rib extends overhanging from the plate by 10 to 20 cm with a rectangular section, as here the double T is not required.
  • This vertical rib includes a lower cope of the same thickness as the plate of the beam on which it rests, in order to make its lower part even with the lower surface of the beam.
  • the cavity between the arches and the edge of the beam plate, on the order of 2 to 12 cm, is provided with a small continuous forming plate with stanchions at given intervals, so preventing the filler concrete for the beams and the compression layer from falling between the plates and beam when poured on-site. Likewise, we make this area solid, which is important for the operation of the floor in negative moments.
  • These rib extensions may also be employed to rest a traditional form or brick walls so that the concrete mixed on-site clamps these punches, providing a better floor structure.
  • Fabrication of plates with an angle at the support is performed immediately by cutting the polystyrene arches to the desired angle and in-factory addition of recoverable metal covers for structures, or in the case of salient ribs using angular coffers to make said salient punches.
  • These coffers may also be made of polystyrene, which is easily worked, and will be removed once the rib concrete has set.
  • Salient ribs for supporting plates may as an option be provided with a top cope which allows to place the negative moment steel for main beams more easily.
  • the arches are interlocked to walk on top of them and to join the set with respect to flexions in both senses during stacking, transport and lifting. It is also ensured that if a rib breaks due to cutting during handling, the central polystyrene anchors this rib to the other during assembly and concreting. without causing accidents.
  • the double T reduces the overhang of the polystyrene so that the joist can be walked on on-site.
  • a preferred embodiment of the invention relating to a plate (1) comprising two concrete ribs (2) and an arch (3) of polystyrene or another material with the same thickness as the ribs, without a lower coating. Inside said ribs is housed the reinforcement (4) required to withstand the negative moments of the floor.
  • polystyrene arches (3) begins with a low density polystyrene block with typical dimensions of 1.25 m width, 0.50 m height and 4 m long, and using a pantograph the desired arch is drawn with a hot wire and the double T crimp of rib (2) is drawn on it.
  • Arches (3) are placed on a mold or sole plate at the distance required by the width of ribs (2) using concrete separators housed at the bottom which provide a correct support and a cover for the positive reinforcement (4).
  • the ends are closed with recoverable forms made of plate or wood. with grooves provided for passage of connection reinforcements (32) and protrusions for leaving a crimp of the grooves in ends (33) of the plate in order to ensure cut-off when resting on smooth beams. Afterwards the concrete of rib (2) is poured in the cavity and it is distributed and vibrated until filling it.
  • the top surface (11) of ribs (2) is striated in order to ensure the union to the concrete poured on-site corresponding to the compression layer (8).
  • the plates are joined parallel to each other, resting on the prefabricated support beams of the structure, or on its form if they are on-site, or on the support brick walls, and the plate will be completed by placing reinforcement (6) to withstand negative moments and also adding on-site a steel mesh (7) and a thin concrete compression layer (8).
  • Ribs (2) of said plates will have a double T shape with bottom flanges (9) required for support and assembly on the bottom of arches (3), reducing the overhang, acting as a compression head when the floor operates under negative moments and increasing inertia with a minimum weight for reducing sagging.
  • flanges (10) allow a top assembly of arches (3), also forming a compression head to withstand negative moments of the plate, placed on-site so that they are self-supporting along their entire length, ensure load transmission between rib (2) and compression layer (8) of the construction through rough surface (11) between the two concretes and reducing the cavity between the ribs in order to prevent a person from falling between them, even when an arch is defective.
  • Said rough surface (11) is made by scraping the surface, as this is the least expensive manner, or by any means available, such as a seam reinforcement, photogravure, etc.
  • ends (12) of the plates are provided with extensions (13) of concrete ribs (2) made with a recoverable form, which by a cope (14) on their bottom allow support on the plates of prefabricated beams (15) of the scrap box type (16) with a concrete plate (17), so that the bottom part (18) of the plates is even with the bottom part of beams (19), thus providing a level floor.
  • the plates may be placed continuous (20) resting on stanchions (21) in the construction itself.
  • each pair of ribs (2) of the plate can be joined by solid fillers with reinforcement (22) at two or more points, thus ensuring the stiffness of the prefabricated plate during handling, lifting, stacking and transport.
  • the arches may be manufactured provided with protrusions (23) on the ends of its flanges which force the to arches remain strongly joined to the ribs.
  • a further possibility is to make grooves (24) on the sides of the arches (3) inside the ribs. or even on the flanges, in order to again provide a better union between the concrete and the arch made of any material, and to likewise reduce the width of the flanges if desired.
  • covers (25) of polystyrene or other materials may be placed on the lower part of the ribs providing the same texture or material to the bottom of the plates. This cover may be glued or placed under pressure after concreting the plates in order to mark cavities before they are closed. Likewise, if desired it may be made integrally with the arch, in a single piece.
  • ribs (2) per plate instead of two ribs per plate, more ribs (2) per plate can be provided, as shown in figure 9.
  • the polystyrene of arches (3) can be cut to said angle, and to obtain the salient part (13) of the ribs in the support a form also consisting of polystyrene (26) may be employed, machined with the same technique, cut to the same angle and joined to the rib in factory until the final setting of the concrete.
  • interruptions may be made in lateral arches (27 and 28) with recoverable forms made of metal, wood or polystyrene, so that they are opposite gaps of the adjacent plate.
  • These coffers can then be provided with a reinforcement anchored to ribs (2) so that by placing pins and filler concrete in the cavities on-site, a greater transverse stiffness of the plates is attained.
  • arches (31) will be cut correctly on-site or in factory, using a hot wire or an electrical resistance, or with a saw.
  • Materials of the arches such as polystyrene, mineral wools, polymers, cutting waste with resins, cork, ceramics, concretes or other plastics, as well as the shape, size and arrangement of the elements may vary as long as the essence of the invention is unaltered.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Floor Finish (AREA)
  • Reinforcement Elements For Buildings (AREA)
  • Forms Removed On Construction Sites Or Auxiliary Members Thereof (AREA)
  • Panels For Use In Building Construction (AREA)
  • Laminated Bodies (AREA)
EP99941657A 1998-08-27 1999-08-23 Vorgefertigte selbsttragende platte aus polystyren und beton Withdrawn EP1132538A2 (de)

Applications Claiming Priority (3)

Application Number Priority Date Filing Date Title
ES9801814 1998-08-27
ES9801814A ES2151416B1 (es) 1998-08-27 1998-08-27 Forjado prefabricado para estructuras planas de la edificacion.
PCT/ES1999/000273 WO2000012834A2 (es) 1998-08-27 1999-08-23 Placa prefabricada autoportante de poliestireno y hormigon

Publications (1)

Publication Number Publication Date
EP1132538A2 true EP1132538A2 (de) 2001-09-12

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Application Number Title Priority Date Filing Date
EP99941657A Withdrawn EP1132538A2 (de) 1998-08-27 1999-08-23 Vorgefertigte selbsttragende platte aus polystyren und beton

Country Status (7)

Country Link
EP (1) EP1132538A2 (de)
CN (1) CN1323370A (de)
AU (1) AU5518799A (de)
BR (1) BR9913438A (de)
CA (1) CA2341534A1 (de)
ES (2) ES2151416B1 (de)
WO (1) WO2000012834A2 (de)

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EP1310607A1 (de) * 2001-11-08 2003-05-14 Ramon Collado Izquierdo Ein Boden
FR2904342A1 (fr) * 2006-07-31 2008-02-01 Fabemi Gestion Soc Par Actions Plancher leger de batiments sans table de compression, hourdis de coffrage perdu et procede de fabrication du plancher leger
EP1908891A2 (de) * 2006-07-06 2008-04-09 Ingenieria de Prefabricados S.L. Verbundplate für Betonboden
FR2931852A1 (fr) * 2008-05-30 2009-12-04 Jacques Jean Favre Entrevous, pour plancher beton, en matiere plastique moulee par extrusion permettant d'obtenir des profiles avec formes fonctionnelles.
ITBI20080013A1 (it) * 2008-07-30 2010-01-31 Ediltravet Srl Unipersonale Antonio Lastra autoportante ediltravet
RU2652402C1 (ru) * 2017-05-18 2018-04-26 Сергей Михайлович Анпилов Способ возведения облегчённых перекрытий многоэтажных зданий

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ES2161199B1 (es) * 2000-05-16 2002-07-01 Sanchez Jaime Enrique Jimenez Procedimiento de fabricacion de placa alveolar ligera materializada en obra, placa asi obtenida y su aplicacion en viviendas.
ES2288783B1 (es) * 2003-10-27 2008-12-01 Jaime Enrique Jimenez Sanchez Placa ligera nervada y autoportante de hormigon pretensado con repartotransversal de cargas, procedimiento de fabricacion de la placa y el forjado construido mediante dicha placa.
ES2281987B1 (es) * 2004-04-19 2008-06-01 Jaime Enrique Jimenez Sanchez Forjado con placa nervada prefabricada con macizado en uno de sus bordes para reparto transversal de cargas y procedimiento de ejecucion del mismo.
ITMI20041189A1 (it) * 2004-06-14 2004-09-14 Plastedil Sa Elemento costruttivo autoportante in materia plastica espansa in particolare per la realizzazione di solai di edifici e struttura di solaio incorporante tale elemento
WO2007039887A2 (en) * 2005-10-06 2007-04-12 Michael Robert Hull A method of constructing a roof or floor slab
CN105544552B (zh) * 2015-11-30 2017-07-21 中国一冶集团有限公司 深基坑钢筋混凝土内支撑底模软土地基垫板的装置及方法
CN105714966A (zh) * 2016-02-03 2016-06-29 湖北宇辉新型建筑材料有限公司 带有标高调节装置的倒置叠合板及施工方法
CN112282163A (zh) * 2019-07-25 2021-01-29 沈阳建筑大学 一种保温一体化叠合楼板及其制备方法
CN111305416B (zh) * 2020-03-03 2021-12-24 温州大学瓯江学院 一种住房组合墙板

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EP1310607A1 (de) * 2001-11-08 2003-05-14 Ramon Collado Izquierdo Ein Boden
EP1908891A2 (de) * 2006-07-06 2008-04-09 Ingenieria de Prefabricados S.L. Verbundplate für Betonboden
EP1908891A3 (de) * 2006-07-06 2008-07-23 Ingenieria de Prefabricados S.L. Verbundplate für Betonboden
FR2904342A1 (fr) * 2006-07-31 2008-02-01 Fabemi Gestion Soc Par Actions Plancher leger de batiments sans table de compression, hourdis de coffrage perdu et procede de fabrication du plancher leger
FR2931852A1 (fr) * 2008-05-30 2009-12-04 Jacques Jean Favre Entrevous, pour plancher beton, en matiere plastique moulee par extrusion permettant d'obtenir des profiles avec formes fonctionnelles.
ITBI20080013A1 (it) * 2008-07-30 2010-01-31 Ediltravet Srl Unipersonale Antonio Lastra autoportante ediltravet
RU2652402C1 (ru) * 2017-05-18 2018-04-26 Сергей Михайлович Анпилов Способ возведения облегчённых перекрытий многоэтажных зданий

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WO2000012834A3 (es) 2000-08-03
AU5518799A (en) 2000-03-21
CA2341534A1 (en) 2000-03-09
ES2151416A1 (es) 2000-12-16
BR9913438A (pt) 2001-11-27
ES2151416B1 (es) 2001-09-01
ES2161163A1 (es) 2001-11-16
CN1323370A (zh) 2001-11-21
WO2000012834A2 (es) 2000-03-09
ES2161163B1 (es) 2002-07-01

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