EP0027896A2 - Elément de panneau rigide préfabriqué et procédé pour sa fabrication - Google Patents

Elément de panneau rigide préfabriqué et procédé pour sa fabrication Download PDF

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Publication number
EP0027896A2
EP0027896A2 EP80105743A EP80105743A EP0027896A2 EP 0027896 A2 EP0027896 A2 EP 0027896A2 EP 80105743 A EP80105743 A EP 80105743A EP 80105743 A EP80105743 A EP 80105743A EP 0027896 A2 EP0027896 A2 EP 0027896A2
Authority
EP
European Patent Office
Prior art keywords
sheet steel
steel rail
concrete
plate element
element according
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
EP80105743A
Other languages
German (de)
English (en)
Other versions
EP0027896A3 (en
EP0027896B1 (fr
Inventor
Peter Dr. Schiessl
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.)
KAISER-OMNIA BAUSYSTEME VERTRIEBSGESELLSCHAFT MBH
Original Assignee
Kaiser-Omnia Bausysteme Vertriebsgesellschaft mbH
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 Kaiser-Omnia Bausysteme Vertriebsgesellschaft mbH filed Critical Kaiser-Omnia Bausysteme Vertriebsgesellschaft mbH
Priority to AT80105743T priority Critical patent/ATE12280T1/de
Publication of EP0027896A2 publication Critical patent/EP0027896A2/fr
Publication of EP0027896A3 publication Critical patent/EP0027896A3/de
Application granted granted Critical
Publication of EP0027896B1 publication Critical patent/EP0027896B1/fr
Expired legal-status Critical Current

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    • 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
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
    • E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
    • E04C5/065—Light-weight girders, e.g. with precast parts

Definitions

  • the invention relates to a prefabricated, rigid panel element for the production of ceilings according to the preamble of claim 1. Furthermore, it relates to a method for producing a plate element according to claim 11.
  • Plate elements of this type are known from DE-OS 24 27 168. They are characterized by increased rigidity compared to plate elements in which the upper chord of the protruding lattice girder consists only of a metal profile, so that the mounting span when laying such plate elements can be increased.
  • the free edge sections of the side walls of the sheet steel rail are drawn inwards so that they claw into the filled concrete and when subjected to a load of the top chord prevent the concrete from separating from and lifting off the top chord material.
  • CH-PS 391 245 has made known a carrier with a channel-shaped upper flange, in which the channel profile is filled with an adhesive-affine pressure-resistant material, such as concrete, and forms a composite body with this material.
  • an adhesive-affine pressure-resistant material such as concrete
  • the contact area between the channel profile and the adhesive-affine material is increased.
  • the inner surface of the channel profile has an enlarged surface due to corrugation, creasing, toothing or knurling.
  • the grooves of the scoring or the depressions and elevations of the corrugation run here. in the longitudinal direction of the channel profile.
  • the invention has for its object to increase the rigidity of the lattice girder and thus the mounting span so far in a prefabricated mounting-rigid plate element according to the preamble of claim 1 that the otherwise required mounting supports can be omitted.
  • a greater power transmission between the sheet steel rail and the concrete filling is to be made possible than with the known supports.
  • a shear-resistant bond is formed in the longitudinal direction of the steel sheet rail by nub-like projections or transverse ribs which are arranged along the inner surface of the steel sheet rail.
  • the contact surface of the diagonals on the associated side wall of the sheet steel rail can thus be limited to a very small area, so that the electrode force required to overcome the stiffness of the side wall in question and the diagonals when welding the diagonals to the top flange remains small by spot welding.
  • the reduced contact surface also ensures that the transition cross section of the welding current is limited to the cross section required for the welded connection, no undesirable ones Shunts arise and the energy requirement is kept to a minimum. Due to the small extent of the heating zones, an impairment of the original strength of the material is avoided.
  • the grid diagonals should be welded to the side walls of the sheet steel rail in the plane of the resulting compressive force of the upper chord, which corresponds approximately to the plane of the center of gravity of the upper chord, so that the path of force transmission in the upper chord is as short as possible. This achieves the lowest possible shear stress between the sheet steel rail and the concrete filling and thus ensures the greatest possible bond effect.
  • the distance between the Untergurtknoten Vietnamese bra is about 20 cm, so that in the conventional ceiling height, the struts of the lattice diagonals respectively under inclinations of about + 45 0 can be placed.
  • the distance from the front edge of the support to the first lower chord node can be up to 17 cm if the support width is ge rade corresponds to the prescribed minimum value of 3.5 cm.
  • the unstiffened edge section of the plate can then generally no longer transmit the transverse forces. It must therefore be prevented in the case of the larger spans made possible by the plate element according to the invention that the plate will fail in the case of unfavorable interfaces in the support area of the plate. It should be ensured without increasing the steel effort for the lattice diagonals with arbitrary lengths of the plate elements and thus the beams sitting in the concrete slabs that these can transmit greater transverse forces in their end regions than the known plate elements.
  • the lattice girder according to the invention is characterized, in particular when measures for stiffening the upper chord according to the subclaims, by an increased buckling and torsional stiffness which permit such an asymmetrical load.
  • the concrete filling of the steel sheet rail is increased in height so that it protrudes beyond the side walls of the steel sheet rail.
  • the dimension of the protrusion of the concrete filling preferably corresponds to the required degree of coverage of the steel Tin rail in in-situ concrete. Due to the protrusion of the concrete filling over the sheet steel rail, adequate corrosion protection is achieved for the sheet steel rail even in the case of corrosive ambient conditions in the finished ceiling, and the upper edge of the concrete strip is retained as a trigger strip for the fresh concrete.
  • the lattice girders can serve as spacers for the upper reinforcement required in the area of the plate supports.
  • the shear-resistant bond between the sheet steel rail and the concrete filling is of particular importance.
  • the shear-resistant bond enables the increased force transmission from the sheet steel rail into the concrete filling necessary to utilize the enlarged concrete cross-section.
  • the prefabricated slab element 1 shown in FIG. 1 for the production of slabs contains a large-area concrete slab 2 serving as permanent formwork, in which at least part of the slab reinforcement is attached is arranged.
  • the ceiling reinforcement consists of a reinforcing steel mat 3 and the lower chords 4 and 5 of a plurality of lattice girders 6 arranged at a distance from one another, one of which is shown in FIG. 1.
  • the lattice girder 6 has as a top chord a U-shaped sheet steel rail 8 filled with concrete 7, comprising a bottom wall 9 and two side walls 10 and 11.
  • Lattice diagonals 12 and 13 are welded from the outside to the two side walls and, as can be seen from the isometric representation according to FIG.
  • the lower flange bars 4 and 5 of the lattice girder 6 are welded on from the outside. If necessary, a non-positive connection is made between the reinforcing steel mat 3 and the lower chord rods 4 and 5.
  • the lattice girders 6 are only embedded with their lower area in the concrete slab 2, they protrude with a substantial part of their height from the surface of the concrete slab and form the rigid reinforcement for the concrete slab.
  • the bottom wall 9 of the sheet steel rail 8 has a longitudinal bead 14 and the upper edges 15 and 16 of the side walls 10 and 11 of the sheet steel rail 8 are angled inwards.
  • the side walls are designed to converge upwards. In connection with the grid diagonals welded to the outside of the side walls, also converging upwards, and the lower chords welded to the outside of the grid diagonals, this also ensures good stackability of the carriers 6 before the plate element is assembled.
  • knob-like projections 17 or by transverse ribs 24 shown in Fig. 2 which are arranged along the inner surface of the steel sheet rail 8, a shear-resistant bond is formed between this and the concrete filling 7 in the longitudinal direction of the steel sheet rail.
  • this shear-resistant bond it is possible to distribute the forces to be transmitted from the sheet steel rail to the concrete filling in accordance with the static requirements in the longitudinal direction of the steel plate rail and thus to transmit them evenly.
  • the distribution of the power transmission can be adapted or optimized to the requirements by the distance and the height of the knobs or transverse ribs.
  • the plate element shown in Fig. 2 contains a strip-shaped concrete slab 21 and only a single support 22.
  • transverse ribs 24 are provided for producing the shear-resistant bond between the sheet steel rail and the concrete filling.
  • FIG. 1 a particularly advantageous embodiment of a prefabricated plate element is shown in sectional views corresponding to FIG. 1.
  • the concrete filling 31 or 41 of the upper chord of the lattice girder projects above the U-shaped sheet steel rail 8 of the upper chord.
  • the dimension of the protrusion of the concrete filling preferably corresponds to the required degree of coverage of the sheet steel rail by the in-situ concrete.
  • the upper edge of the concrete filling 31 or 41 always coincides with the later upper edge of the in-situ concrete, which makes it easy to remove the fresh concrete and thus to maintain the ceiling thickness.
  • the area in which the concrete filling 31 or 41 extends above the steel sheet rail 8 in height does not extend over the entire length of the steel sheet rail but only over the central area 81 (see FIG. 8), in which the plate length is approximately the same the maximum bending moments occur according to the corresponding support span.
  • the desired elevation of the concrete filling compared to the sheet steel rail either along the entire rail or only in the area of the center of the field can be achieved, for example, according to FIG 4, which contains two boundary strips 43 and 44, which are supported when the attachment box is placed on the diagonals 12 and 13, rest against the side walls 10 and 11 of the sheet steel rail 8 from the outside and this by the desired protrusion dimension in the Exceed height.
  • the upper edges of the boundary strips 43 and 44 can thus be used as pull-off edges for the concrete filling 41.
  • the attachment box is removed again. Putting on and taking off of the attachment box is particularly simple if, as shown in FIG. 4, the boundary strips converge upwards.
  • plug-in strips 32 become part of the slab element as lost formwork parts and thus also the ceiling made with the slab element, since their upper edge generally also coincides with the upper edge of the in-situ concrete, they should be made of non-corrosive material .
  • Plastic strips with a V-shaped profile have proven to be particularly suitable for this.
  • FIG. 5 shows partial sectional views of ceilings which are produced with prefabricated plate elements according to the invention.
  • a plate element 1 corresponding to FIG. 1 is used and in-situ concrete 51 is filled up to the height of the angled upper edges 15 and 16 of the side walls of the sheet steel rail 8.
  • the upper edge of the concrete filling 7 of the prefabricated plate element 1 can be used as a peel dimension for the in-situ concrete 51.
  • FIG. 6 shows the cross section of a ceiling produced with a prefabricated plate element according to FIG. 4.
  • the upper edges of the side walls of the sheet steel rail 8 lie around the required concrete cover 42 or to a greater extent below the upper edge of the in-situ concrete 61. Also in this case serves the upper edge of the concrete filling 41 as a deduction for the in-situ concrete.
  • FIG. 8 shows the use of prefabricated plate elements corresponding to FIG. 4 in a continuous plate system.
  • the large-area plate elements 82 each span the distance between walls 83 on which they rest with their edges.
  • the protrusion of the concrete filling 41 over the edges of the U-shaped sheet steel rails 8 of the girders does not extend over the entire length of the sheet steel rail, but only over its central region 81. In the two end regions, the height of the concrete filling corresponds to the height of the upper edges of the sheet steel rail 8 , as shown in Fig. 1.
  • the protruding area 81 of the concrete filling lies in the area of the middle of the field between the walls 83, that is to say in the area of the greatest bending moments, and by adapting the stiffness of the beam in the longitudinal direction allows a full utilization of the stiffness of the prefabricated plate elements.
  • a support plane for the upper reinforcement 72 is created at the end areas of the sheet steel rail 8.
  • a longitudinal bead 133 and 134 is provided in the side walls 110 and 111 of the sheet steel rail 108, to which the grid diagonals 112 and 113 are welded. This also achieves the manufacturing advantages already mentioned above.
  • the lower flange nodes 126 of the one grid diagonal 113 are offset from the lower flange nodes 125 of the other grid diagonals 112 in the longitudinal direction of the carrier by the distance a (see FIG. 10), which is approximately half the distance b between adjacent lower flange nodes 125 and 126 which corresponds to one or the other grid diagonals.
  • the effective distance between adjacent lower chord nodes can be reduced to approximately half, namely dimension a, without shortening the distance b between the individual lattice diagonals and thus without increasing the steel expenditure.
  • the distance between the lower chord nodes is 20 cm each. The effective distance can be reduced to 10 cm reduce.
  • FIG. 11 shows the end region of a plate element 101 resting on a support 128. Due to the prescribed plate length, the beam embedded in the concrete plate 2 had to be cut off immediately next to a lower chord node of the grid diagonals 112, so that at this point between the grid diagonals 112 and the associated one Lower flange rod no longer has a positive connection. This is the worst case.
  • the width of the end section of the concrete slab 2 resting on the support 128, that is to say the support depth, is designated by c and the distance between the front edge of the support 128 and the first lower chord node 125 is designated by d.
  • the prescribed minimum value for the support depth c is 3.5 cm.
  • the distance d * / and the concrete cover increases 0.5 cm in the case shown to about 17 cm.
  • Such a distance which is not stiffened by grid diagonals, can lead to a break in the area of the first lower chord node in the case of larger assembly support widths.

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Panels For Use In Building Construction (AREA)
  • Rod-Shaped Construction Members (AREA)
  • On-Site Construction Work That Accompanies The Preparation And Application Of Concrete (AREA)
EP80105743A 1979-10-30 1980-09-24 Elément de panneau rigide préfabriqué et procédé pour sa fabrication Expired EP0027896B1 (fr)

Priority Applications (1)

Application Number Priority Date Filing Date Title
AT80105743T ATE12280T1 (de) 1979-10-30 1980-09-24 Vorgefertigtes montagesteifes plattenelement und verfahren zu dessen herstellung.

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
DE2943786A DE2943786C2 (de) 1979-10-30 1979-10-30 Vorgefertigtes montagesteifes Plattenelement zur Herstellung von Decken und Verfahren zu dessen Herstellung
DE2943786 1979-10-30

Publications (3)

Publication Number Publication Date
EP0027896A2 true EP0027896A2 (fr) 1981-05-06
EP0027896A3 EP0027896A3 (en) 1981-07-15
EP0027896B1 EP0027896B1 (fr) 1985-03-20

Family

ID=6084732

Family Applications (1)

Application Number Title Priority Date Filing Date
EP80105743A Expired EP0027896B1 (fr) 1979-10-30 1980-09-24 Elément de panneau rigide préfabriqué et procédé pour sa fabrication

Country Status (3)

Country Link
EP (1) EP0027896B1 (fr)
AT (1) ATE12280T1 (fr)
DE (1) DE2943786C2 (fr)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0435823A1 (fr) * 1989-12-29 1991-07-03 Jean Bernold Treillis pour couvertures en béton
WO2014079741A1 (fr) * 2012-11-23 2014-05-30 Bubbledeck International Système et procédé pour dalle de béton biaxiale homogène autoporteuse

Families Citing this family (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
AT384853B (de) * 1982-01-29 1988-01-25 Hacker Ges M B H & Co Kg Gittertraeger
DE3309820C2 (de) * 1983-03-18 1986-07-31 Ainedter, Dieter, Dipl.-Ing., Salzburg Deckenplatte und Verfahren zu ihrer Herstellung
DE3405187C2 (de) * 1983-10-28 1995-07-27 Carl Georg & Sohn Gmbh Co Kg Abziehbalken

Citations (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB130327A (en) * 1918-07-20 1920-10-21 Charles Francis Cramer Improvements in Structural Units for Floors and Roads.
FR1093058A (fr) * 1953-12-02 1955-04-29 Poutrelle en béton armé à base de profilé en tôle mince servant de support à des coffrages et d'armature à béton armé
CH391245A (de) * 1960-08-27 1965-04-30 Bautechnik Anstalt Träger, insbesondere für Bauzwecke
FR1408007A (fr) * 1964-09-16 1965-08-06 Perfectionnements aux coffrages métalliques permanents de grande portée
DE6607048U (de) * 1967-06-14 1971-01-07 Fischer & Co Mit bewehrungselementen ausgeruestete betonplatte
DE2034034A1 (de) * 1969-09-01 1971-03-04 Davum, Villeneuve la Garenne (Frankreich) Gitterträger mit praktisch drei eckigem Querschnitt
DE2427168A1 (de) * 1974-06-05 1975-12-11 Julius Georg Stefan Dip Keller Gittertraeger zum bewehren von betonplatten
DE2446733A1 (de) * 1974-10-01 1976-04-08 Trier West Eisenhandel Karl Gr Verbundkonstruktion, insbesondere verbunddecke
DE7930691U1 (de) * 1979-10-30 1980-04-17 Kaiser-Omnia Bausysteme Gmbh & Co, 6000 Frankfurt Raeumlicher gittertraeger

Family Cites Families (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
BE597004A (fr) * 1960-11-14 1961-03-01 Jacques Werman Elément de construction, son procédé de fabrication et ses applications.
DE1559400B1 (de) * 1965-01-29 1970-11-19 Robertson Co H H Als Bewehrung fuer eine Betondecke dienende Schalungsplatte aus Metall
NL147819B (nl) * 1970-09-04 1975-11-17 Hollandse Bouwcombinatie Holla Geprofileerde vloerplaat, alsmede hierin gestorte betonvloer.

Patent Citations (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB130327A (en) * 1918-07-20 1920-10-21 Charles Francis Cramer Improvements in Structural Units for Floors and Roads.
FR1093058A (fr) * 1953-12-02 1955-04-29 Poutrelle en béton armé à base de profilé en tôle mince servant de support à des coffrages et d'armature à béton armé
CH391245A (de) * 1960-08-27 1965-04-30 Bautechnik Anstalt Träger, insbesondere für Bauzwecke
FR1408007A (fr) * 1964-09-16 1965-08-06 Perfectionnements aux coffrages métalliques permanents de grande portée
DE6607048U (de) * 1967-06-14 1971-01-07 Fischer & Co Mit bewehrungselementen ausgeruestete betonplatte
DE2034034A1 (de) * 1969-09-01 1971-03-04 Davum, Villeneuve la Garenne (Frankreich) Gitterträger mit praktisch drei eckigem Querschnitt
DE2427168A1 (de) * 1974-06-05 1975-12-11 Julius Georg Stefan Dip Keller Gittertraeger zum bewehren von betonplatten
DE2446733A1 (de) * 1974-10-01 1976-04-08 Trier West Eisenhandel Karl Gr Verbundkonstruktion, insbesondere verbunddecke
DE7930691U1 (de) * 1979-10-30 1980-04-17 Kaiser-Omnia Bausysteme Gmbh & Co, 6000 Frankfurt Raeumlicher gittertraeger

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
BETONWERK, FERTIGTEIL, TECHNIK, BAUVERLAG GmbH, Band 46, Nr. 6, Juni 1980, WIESBADEN (DE), "Montaquick", Seite A47 *

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0435823A1 (fr) * 1989-12-29 1991-07-03 Jean Bernold Treillis pour couvertures en béton
WO2014079741A1 (fr) * 2012-11-23 2014-05-30 Bubbledeck International Système et procédé pour dalle de béton biaxiale homogène autoporteuse
CN104870724A (zh) * 2012-11-23 2015-08-26 巴布黛克国际有限公司 自承载均质双轴混凝土层的***和方法
US9879423B2 (en) 2012-11-23 2018-01-30 Kim Illner BREUNING System and method for biaxial semi-prefabricated lightweight concrete slab

Also Published As

Publication number Publication date
EP0027896A3 (en) 1981-07-15
DE2943786A1 (de) 1981-05-07
ATE12280T1 (de) 1985-04-15
EP0027896B1 (fr) 1985-03-20
DE2943786C2 (de) 1983-02-03

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