EP0947640A2 - Armature à haute adhérence - Google Patents

Armature à haute adhérence Download PDF

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Publication number
EP0947640A2
EP0947640A2 EP99106414A EP99106414A EP0947640A2 EP 0947640 A2 EP0947640 A2 EP 0947640A2 EP 99106414 A EP99106414 A EP 99106414A EP 99106414 A EP99106414 A EP 99106414A EP 0947640 A2 EP0947640 A2 EP 0947640A2
Authority
EP
European Patent Office
Prior art keywords
anchoring elements
reinforcement
section
anchoring
elements
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
EP99106414A
Other languages
German (de)
English (en)
Other versions
EP0947640B1 (fr
EP0947640A3 (fr
Inventor
Richard Prof. Dr.-Ing. Rojek
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.)
Individual
Original Assignee
Individual
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
Priority claimed from DE29806259U external-priority patent/DE29806259U1/de
Priority claimed from DE29806261U external-priority patent/DE29806261U1/de
Priority claimed from DE29806262U external-priority patent/DE29806262U1/de
Application filed by Individual filed Critical Individual
Publication of EP0947640A2 publication Critical patent/EP0947640A2/fr
Publication of EP0947640A3 publication Critical patent/EP0947640A3/fr
Application granted granted Critical
Publication of EP0947640B1 publication Critical patent/EP0947640B1/fr
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04F—FINISHING WORK ON BUILDINGS, e.g. STAIRS, FLOORS
    • E04F19/00—Other details of constructional parts for finishing work on buildings
    • 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
    • E04B1/003—Balconies; Decks
    • E04B1/0038—Anchoring devices specially adapted therefor with means for preventing cold bridging
    • 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
    • E04B5/43—Floor structures of extraordinary design; Features relating to the elastic stability; Floor structures specially designed for resting on columns only, e.g. mushroom floors
    • 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
    • E04C5/02—Reinforcing elements of metal, e.g. with non-structural coatings of low bending resistance
    • 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
    • E04C5/0645—Shear reinforcements, e.g. shearheads for floor slabs

Definitions

  • the invention relates to structural elements for the reinforcement of steel, prestressed and fiber concrete constructions, which is characterized by a previously unavailable distinguish high-strength bond with the concrete. You can choose to do so be that for the highly concentrated introduction of tensile or compressive forces can be used or with a consistently high-strength bond between Reinforcement and concrete in relevant areas of application too essential result in better load-bearing behavior than conventional constructions.
  • anchor plates have been arranged in practice as a special solution, welded at the end of the bar perpendicular to the axis of the bar or disc-shaped Head thickening trained. The latter are u. a. known from EP 0495 334 B1 and DE 195 48 685 C1.
  • the object of the present invention is therefore reinforcements or to develop anchoring elements that have a high-strength bond ensure and thereby for the practically slip-free power transmission both require a length that is as short as possible, as well as one in relation to the core cross section Use the smallest possible gross cross-sectional area.
  • rod-shaped reinforcements any cross-section of suitable material depending on the application either local or continuous with several ring or disc-shaped or spiral composite elements are provided, the flat or curved limited cross-sectional areas corresponding to rectangular or inclined the bar axes are arranged and opposite the bar-shaped reinforcement additional application areas that are not laterally limited due to the ring or spiral shape represent.
  • the depth of the application areas is chosen to be significantly larger than, for example, screw threads, by contrast Steel to take into account the lower compressive strength of the concrete.
  • the ratio of outer diameter to core diameter is therefore in the present Case about between 1.3 and 2.0.
  • the distance between the anchoring elements is - measured at the outer edge - about 1 to 10 times as large as its protrusion compared to the core cross section.
  • Spiral anchoring elements are inclined approximately between 45 ° and 75 ° with respect to the rod axis.
  • the protruding area required for the application of force decreases inversely proportionately with the number of anchoring elements. If, for example, five elements are arranged, the protruding areas only have to be one to two times as large as the core cross section. At the same time, however, the gross cross-sectional area of the reinforcement presented here can also be compared to known solutions single-storey "anchoring elements can be reduced by about 70% in this example. Depending on the design variant, four to five anchoring elements can, in the best case, be arranged over a length that only corresponds to approximately twice the core diameter of the reinforcement.
  • the reinforcement preferably has a circular core cross section and is therefore essentially stressed by normal forces; Lateral forces and bending moments are only recorded and forwarded on a subordinate scale.
  • the rotationally symmetrical or helical design of the elements leads to considerable advantages in load-bearing behavior for this area of application and for manufacturing.
  • the reinforcement according to the invention is used for highly concentrated force application , it is sufficient to separate sections of the reinforcement - preferably the end areas - to be equipped with anchoring elements. However, this has the disadvantage that the respective reinforcement is usually for the corresponding Required length of reinforcement must be produced.
  • the manufacture of the reinforcement described here can be greatly simplified if the anchoring elements not only in individual areas, but can be arranged along the entire anchor length.
  • the reinforcement regardless of the required individual lengths, initially in large lengths getting produced. Of these prefabricated lengths, the required ones are made Single lengths simply cut off. This can reduce manufacturing costs be designed extremely cheap.
  • Another very important advantage of the reinforcement according to the invention exists in the fact that with their help the load-bearing behavior of the concrete structures is often essential can be better adapted to those in the non-cracked state than with reinforcements, which are only equipped with conventional ribs and / or end anchorages are. For example, the absorption of compressive stresses entirely can be increased significantly if the associated transverse strains with the help of reinforcement according to the invention can be prevented.
  • the training according to the invention thus leads to reinforcement, on the one hand the introduction of force from tensile or compressive bars into the concrete or in other media with extremely short lengths and at the same time minimal gross cross-sectional area enables and on the other hand with continuously existing anchoring elements the described, additional increase in load capacity offers.
  • the excellent bond behavior enables for the invention Reinforcement further optimization through the use of high-strength materials.
  • FIGS 1 to 7 show different variants of the reinforcement according to the invention.
  • each of which has a load-bearing core cross section 1 and several load-bearing or -releasing, non-positively with the core cross-section connected anchoring elements (2 - 8) can be any many more forms will be developed.
  • the anchor shown in Figure 1 is in each case at the two ends with several Anchoring elements 2 equipped. With this variant, one can already be optimal small gross cross-sectional area of the reinforcement according to the invention is reached become.
  • the anchoring elements 3 have the same shape as those in Figure 1, but they are arranged here throughout. Thereby the production and the entire logistics are simplified compared to that in the Figure 1 shown quite considerably, because it is not in this form have to be manufactured in the dimensions of the individual application, but rather long bars can be produced, of which the Reinforcing bars can be cut to length for the individual application.
  • the reinforcement according to the invention shown in FIG. 3 differs from the previous one in that the continuously arranged anchoring elements 4 form a continuous spiral.
  • the difference is in the load-bearing capacity negligible compared to the annular arrangement.
  • this variant leads to a further improvement, since it can be produced more cheaply by rolling or rolling than the previous ones.
  • higher strengths of the reinforcement can also be used can be achieved than, for example, with machining production.
  • Deviating from The representation in FIG. 3 can show the cross-sectional shape of the anchoring elements 4 preferably also with instead of the drawn flat boundary surfaces rounded throats are formed. In addition to the further simplified production this also leads to an increase in the fatigue strength of the completed reinforcement.
  • the reinforcement according to the invention shown in FIG. 4 corresponds hence the shape of the cylindrical screws that are widely used in mechanical engineering.
  • the screw 5 is not necessarily delimited by sharp edges must be, but rather by rounding the screw cross-section the advantages already mentioned can be achieved.
  • the difference in load capacity should be on the other hand, be negligibly small in most applications.
  • the variants shown in FIGS. 5 to 7 differ from the previous ones in that the anchoring elements subsequently on the core cross section the reinforcement bars are positively applied. Analogous the anchoring elements can also be added to the previously presented variants this manufacturing process can only be provided as a final anchor (Anchoring elements 6 and 7 in Figures 5 and 6) or with those already mentioned Advantages are arranged continuously in a spiral (anchoring element 8 in Figure 7). The spiral-shaped anchoring elements also apply here (7 and 8) offer cheaper manufacturing options. Otherwise apply the arguments already given for the different variants analogously.
  • the cut surfaces of the anchor 1 and the anchoring element 7 on End to be connected by an end plate 9. This can ensure be that the anchoring element to the anchor end in full is available for force absorption.
  • FIGS. 5 to 7 can be comparatively inexpensive be produced with an automatic welding machine using the fusion welding process. Since the anchoring elements are able due to their ring or spiral shape, Carding moments into balance solely through their resistance to torsion bring, their connection with the core cross-section must only be that from the load the resulting shear stresses. Because of this extremely beneficial The load-bearing behavior of the reinforcement according to the invention is sufficient if the anchoring elements z. B. via contact welding with the core cross section get connected. Fillet welds for the transfer of carding moments are not mandatory.
  • the reinforcement according to the invention with a high-strength composite offers a particularly advantageous application in securing flat slabs against punching through. That with the descriptive term Punching "described failure of flat ceilings in the area of the supports can be interpreted as a crack fracture due to very large, biaxial, inclined compressive stresses.
  • FIGS. 8 and 9 are used according to the invention for securing against thrust Reinforcements with continuous high-strength composite are installed the harmful transverse strains prevented and the frustoconical Printing area can take significantly higher loads.
  • FIG. 8 shows a partial cross section through a flat ceiling 10 Area of a column 11.
  • the shear reinforcement consists of the invention Reinforcements 12 a - c with composite elements 13, the groups with a Beams 14 are assembled into a shear reinforcement unit, thereby installed particularly easily and with reliable securing of the required position can be.
  • Anchor between a network of bending reinforcement due to the much smaller Gross cross-sectional area is considerably easier and therefore cheaper.
  • On the displaceably formed connection of the anchors 12 a - c with the carrier 14 will be dispensed with in numerous applications due to this simplification can, which can make the costs even cheaper.
  • FIG. 9 shows the group arrangement of the shear reinforcement unit according to FIG Figure 8 in plan view. Because of the small space requirement of the inventive Punching anchors are slidable in numerous applications trained connection of the armature 12 with the carrier 14 can be omitted, whereby the costs can be made even cheaper. Are accordingly the anchors 12 a and 12 b in FIG. 9, for example by welding connections 16 firmly connected to the carrier 14, while the anchor 12 c with With the aid of a suitable connecting element 17 within the carrier opening 18 can, if necessary, be moved to the one previously installed Reinforcement 19 to be able to avoid.
  • FIG. 10 shows the as one of numerous other possible uses Forming push bars 21, as used in most shear forces Steel and prestressed concrete components are required, which here with the help of the extreme Space-saving anchors 22 according to the invention formed as an open bracket are. This is always an advantage if the otherwise usual closed bracket would complicate the installation of the remaining reinforcement.
  • FIG. 11 shows a section of a reinforced concrete cantilever plate 23 in cross section shown, which protrudes from the thermal insulation of the building facade 24 and therefore from the subsequent reinforced concrete slab 25 through an insulation layer 26 is thermally separated.
  • the support shear forces have to as well as the bending tensile and compressive forces with a corresponding construction be passed over the insulation joint.
  • both the bending tensile forces occurring above are as the bending pressure forces which are effective at the bottom are also extremely advantageous due to the invention
  • Anchor rods 27 and 29 with evenly distributed anchoring elements are equipped in the form 28 or 30, added, via the Insulated joint passed and reintroduced there.
  • the anchoring elements 28, 30 have a circular cross section in the present case and are thus like a thicker wire is attached to the anchor rods with an adhesive connection.
  • the joint carriers can be compared to all previously available on the market Systems are extremely short, without additional Welded connections or precise connections with the reinforced concrete reinforcement become necessary. There are very significant advantages for the manufacture, Logistics and the installation of such support elements.
  • the diagonal rods 31 required for the transverse force transmission are exemplary in the shown embodiment variant on its load-bearing, lower Welded end to the pressure rod 29. You will do this beforehand by hot bending adapted on both sides to the cross-sectional shape of the compression rod. Through this shape it is possible that the transverse forces are absorbed on the upper side of the pressure rod 29 and be introduced directly into the diagonals 31. The lateral force absorption is guaranteed with the least possible material expenditure. Conversely allowed the chosen assignment of the diagonals to the pressure bar that the diagonals in turn absorb significant portions of the bending compressive stress to be absorbed and forward it to the pressure rod. As a result, there are fewer or none additional anchoring elements 30 at the left, load-bearing end of the Pressure rod required.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Reinforcement Elements For Buildings (AREA)
  • Reinforced Plastic Materials (AREA)
  • Moulding By Coating Moulds (AREA)
EP99106414A 1998-04-04 1999-03-27 Armature à haute adhérence Expired - Lifetime EP0947640B1 (fr)

Applications Claiming Priority (6)

Application Number Priority Date Filing Date Title
DE29806259U DE29806259U1 (de) 1998-04-04 1998-04-04 Tragvorrichtung für Fugen
DE29806261U DE29806261U1 (de) 1998-04-04 1998-04-04 Durchstanzanker
DE29806262U 1998-04-04
DE29806262U DE29806262U1 (de) 1998-04-04 1998-04-04 Anker mit hochkonzentrierter Krafteinleitung
DE29806261U 1998-04-04
DE29806259U 1998-04-04

Publications (3)

Publication Number Publication Date
EP0947640A2 true EP0947640A2 (fr) 1999-10-06
EP0947640A3 EP0947640A3 (fr) 2001-04-04
EP0947640B1 EP0947640B1 (fr) 2006-08-30

Family

ID=27220095

Family Applications (1)

Application Number Title Priority Date Filing Date
EP99106414A Expired - Lifetime EP0947640B1 (fr) 1998-04-04 1999-03-27 Armature à haute adhérence

Country Status (3)

Country Link
EP (1) EP0947640B1 (fr)
AT (1) ATE338175T1 (fr)
DE (1) DE59913802D1 (fr)

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP1889980A1 (fr) 2006-08-08 2008-02-20 HALFEN GmbH Elément de construction thermo-isolant
WO2016007479A1 (fr) * 2014-07-07 2016-01-14 Composite Technologies Corporation Élément de transfert de compression
DE102016013154A1 (de) 2016-10-26 2018-04-26 Regina Hertkorn Verbindungssystem
EP3336269A1 (fr) 2016-12-19 2018-06-20 SCHÖCK BAUTEILE GmbH Élément de construction destiné a l'isolation thermique
EP3971354A1 (fr) * 2020-09-22 2022-03-23 Peikko Group Oy Composant de liaison d'une plaque saillante de béton

Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0495334A1 (fr) 1991-01-18 1992-07-22 Thomas Mösch Armature de cisaillement pour des plafonds plats
DE19548685C1 (de) 1995-12-21 1997-01-23 Deha Ankersysteme Dübelleiste für Schubbewehrungen und Verfahren zu ihrer Herstellung

Family Cites Families (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US2137718A (en) * 1935-05-17 1938-11-22 Laclede Steel Company Method of making embedded bars
DE907587C (de) * 1939-04-20 1954-03-25 Wilhelm Ludowici Dr Ing Insbesondere auf Biegung beanspruchtes Bauteil aus Beton od. dgl. mit Bewehrung
CH364886A (de) * 1958-08-13 1962-10-15 Dyckerhoff & Widmann Ag Bewehrungsstab für Spannbeton
DE3816930A1 (de) * 1988-05-11 1989-11-23 Heribert Hiendl Rueckbiegefaehiger betonstahl
US5449563A (en) * 1994-05-20 1995-09-12 Cominco Ltd. Galvanic protection of rebar by zinc wire
DE19740032C2 (de) * 1997-09-11 2000-04-27 Dyckerhoff & Widmann Ag Vorrichtung zur Verankerung eines Bewehrungsstabes und Verfahren zur Verankerung einer Dichtsohle

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0495334A1 (fr) 1991-01-18 1992-07-22 Thomas Mösch Armature de cisaillement pour des plafonds plats
DE19548685C1 (de) 1995-12-21 1997-01-23 Deha Ankersysteme Dübelleiste für Schubbewehrungen und Verfahren zu ihrer Herstellung

Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP1889980A1 (fr) 2006-08-08 2008-02-20 HALFEN GmbH Elément de construction thermo-isolant
WO2016007479A1 (fr) * 2014-07-07 2016-01-14 Composite Technologies Corporation Élément de transfert de compression
GB2547326A (en) * 2014-07-07 2017-08-16 Composite Tech Corp Compression transfer member
DE102016013154A1 (de) 2016-10-26 2018-04-26 Regina Hertkorn Verbindungssystem
EP3336269A1 (fr) 2016-12-19 2018-06-20 SCHÖCK BAUTEILE GmbH Élément de construction destiné a l'isolation thermique
DE102016124736A1 (de) 2016-12-19 2018-06-21 Schöck Bauteile GmbH Bauelement zur Wärmedämmung
US10640967B2 (en) 2016-12-19 2020-05-05 Schöck Bauteile GmbH Structural element for thermal insulation
EP3971354A1 (fr) * 2020-09-22 2022-03-23 Peikko Group Oy Composant de liaison d'une plaque saillante de béton

Also Published As

Publication number Publication date
EP0947640B1 (fr) 2006-08-30
ATE338175T1 (de) 2006-09-15
EP0947640A3 (fr) 2001-04-04
DE59913802D1 (de) 2006-10-12

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