EP1248889A2 - Piece en beton arme ou en beton precontraint pouvant etre soumise a une force transversale - Google Patents

Piece en beton arme ou en beton precontraint pouvant etre soumise a une force transversale

Info

Publication number
EP1248889A2
EP1248889A2 EP01923551A EP01923551A EP1248889A2 EP 1248889 A2 EP1248889 A2 EP 1248889A2 EP 01923551 A EP01923551 A EP 01923551A EP 01923551 A EP01923551 A EP 01923551A EP 1248889 A2 EP1248889 A2 EP 1248889A2
Authority
EP
European Patent Office
Prior art keywords
reinforcement
concrete
flat
reinforced concrete
prestressed concrete
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
EP01923551A
Other languages
German (de)
English (en)
Other versions
EP1248889B1 (fr
Inventor
Oliver Matthaei
Hans-Peter ANDRÄ
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.)
Matthaei Oliver Dipl-Ing
Original Assignee
LEONHARDT ANDRAE und PARTNER BERATENDE INGENIEURE VBI GmbH
LEONHARDT ANDRAE und PARTNER B
Matthaei Oliver
Leonhardt Andra und Partner Beratende Ingenieure VBI GmbH
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 LEONHARDT ANDRAE und PARTNER BERATENDE INGENIEURE VBI GmbH, LEONHARDT ANDRAE und PARTNER B, Matthaei Oliver, Leonhardt Andra und Partner Beratende Ingenieure VBI GmbH filed Critical LEONHARDT ANDRAE und PARTNER BERATENDE INGENIEURE VBI GmbH
Publication of EP1248889A2 publication Critical patent/EP1248889A2/fr
Application granted granted Critical
Publication of EP1248889B1 publication Critical patent/EP1248889B1/fr
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

Links

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
    • E04B5/43—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
    • E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional [3D] extent, e.g. lattice girders
    • E04C5/0645—Shear reinforcements, e.g. shearheads for floor slabs

Definitions

  • the invention relates to a reinforced concrete part which can be stressed by a transverse force.
  • a reinforced concrete part is also understood to mean a prestressed concrete part.
  • shear reinforcement is required for shear protection, among other things in the area of the supports.
  • shear reinforcement made of reinforcing steel in the form of S-hooks or stirrups, dowel bars, double-headed dowels, ironing mats, lattice girders, Tobler Walm, Geilinger collar, ironing mats, crack star.
  • a shear reinforcement made of reinforcing steel in the form of S-hooks or stirrups must, due to poor anchoring, enclose a usually existing longitudinal reinforcement to prevent the shear reinforcement from being torn out. This is very complex and costly. In the case of high degrees of bending tensile reinforcement and a high proportion of shear reinforcement, conventional stirrups are no longer applicable.
  • Dowel strips are usually placed on the lower formwork, so that the lower reinforcement layer is covered by the cross-section of the strip. The exact position and fixation of the bar is decisive for the load-bearing behavior.
  • the dowel strips are welded one-offs and are therefore expensive.
  • Double-headed dowels are usually threaded from above between the upper and lower layers of the existing longitudinal bending reinforcement. With high degrees of reinforcement of the bending tensile reinforcement and different mesh sizes of the upper and lower layer, this is very difficult, sometimes not installable. The double-headed dowels are custom-made and therefore cost-intensive.
  • Dowel strips and double-headed dowels are very common, but one is Series production is not economical because of the high storage costs. Another problem is the interchangeability and storage of different dowel strips and double-headed dowels on the construction site.
  • Tobler Walm and Geilinger Kragen are steel built-in parts that consist of welded steel profiles and are manufactured individually.
  • the support structures are steel-like to install and therefore complex and cost-intensive. Due to the large dead weight, the installation parts must be moved using lifting gear, e.g. with a crane.
  • this object is achieved by the subject matter of patent claim 1.
  • the flat reinforcement part enables transverse forces or moments to be better absorbed and distributed. If the first cracks appear in the concrete when the tensile strength is reached, the load can be distributed in a fan-like manner over the reinforcement part. A participation of the concrete for the tension struts is not necessary.
  • the loads are transferred via the reinforcement part directly according to the principle of minimum deformation work. This means that cracks caused by lateral forces remain small and the load capacity of the reinforced concrete part is maximized.
  • the reinforcement part thus takes over the function of the concrete after the tensile strength of the concrete has been reached.
  • the invention is developed with great advantage in accordance with the features of claims 2 and 3, since the load capacity of a reinforced concrete part can be increased in a very simple manner.
  • the object is achieved by the subject matter of patent claim 8.
  • Such a shaping makes it easy to install the reinforcement part between the upper and lower layers of the flexural reinforcement. No additional position safeguards are required.
  • the reinforcement part is placed on the lower reinforcement layer after installation and can therefore also serve as a spacer for the upper reinforcement layer.
  • the reinforcement part here comprises the continuous bending reinforcement of the support.
  • a fall protection of the flat slab is thus constructively fulfilled by the punching shear reinforcement.
  • a bending reinforcement in the pressure zone running over the support can therefore be omitted if necessary.
  • FIG. 1 is a vertical section through an embodiment of an arrangement according to the invention, seen along the line l-l of FIG. 2,
  • FIG. 2 is a plan view seen in the direction of arrow II of FIG. 1,
  • FIG. 3 is an enlarged view of a detail of FIG. 2,
  • FIG. 4 shows a representation of the load paths, in a sectional representation analogous to FIG. 1,
  • FIG. 5 shows a representation of the tension and compression struts, likewise in a sectional view analogous to FIG. 1,
  • FIGS. 1 to 3 are isometric illustrations of a reinforcement part used in FIGS. 1 to 3,
  • 7 is a side view of a reinforcement part
  • 8 is a sectional view taken along the line Vlll-Vlll of FIG. 7,
  • Fig. 9 is a section seen along the line IX-IX of Fig. 7, and
  • FIG. 10 is a sectional view taken along the line X-X of FIG. 7th
  • Fig. 1 shows in part a part of a building with a vertical element (column or wall) 10 made of reinforced concrete.
  • this vertical element 10 there are reinforcement elements 12, 14 in the form of reinforcement bars.
  • the support area of the support 10 is secured by steel brackets 16.
  • a reinforced concrete ceiling 20 is connected to the vertical element 10. (Alternatively, this can also be a bar system 20).
  • the ceiling 20 has an upper reinforcement 22 and a lower reinforcement 24, over which there is a concrete cover 26 and 28, respectively.
  • the blanket 20 is only shown as a cutout.
  • a reinforcement element 30, 32 has the shape of a V in plan, cf. Fig. 2, where two other reinforcements 34, 36 are shown.
  • a reinforcement element e.g. in the floor plan the shape of a U, or the shape of a hairpin, possible.
  • the reinforcements 30, 32 each protrude with their tips into the edge region of the vertical element 10 and encompass an associated reinforcement element 12, 14, cf. 1 and Fig. 3.
  • the flat reinforcement element 30, 32 is anchored horizontally on the vertical element 10, engages in it, and can introduce its vertical force component into the support area, which is secured by the bracket 16.
  • the reinforcement elements 30, 32, 34, 36 preferably consist of bent steel sheet, usually with a thickness in the range from 2 to 6 mm. That thickness depends on the static requirements. Possibly. the flat reinforcement elements can also be made from carbon fibers or a suitable plastic, or from composite material.
  • the reinforcement elements 30, 32, 34, 36 are flat.
  • the reinforcement element 32 stands on the lower reinforcement 24, which is arranged within the concrete ceiling 20.
  • the upper reinforcement 22 rests on the reinforcement element 32 and is in turn arranged in the upper concrete cover 26.
  • the reinforcement element has 32 recesses (holes) 40, the diameter of which is adapted to the grain size of the concrete used and is usually larger than 32 mm. It also has recesses 42 on its lower edge region, the diameter of which is usually greater than 32 mm.
  • the recesses 40, 42 which can also be referred to as openings, are preferably circular and are arranged vertically one above the other in this exemplary embodiment.
  • the concrete 29 After the introduction of the concrete 29, the concrete 29 extends through each of these recesses 40, 42 and forms "concrete dowels" there, that is to say anchorages which serve to push forces from the concrete 29 into the respective flat reinforcement element 30, 32, 34, or 36 initiate.
  • the reinforcement elements 30, 32, 34, 36 are preferably provided with beads 44 (FIG. 8) in their central region in order to achieve better anchoring in the concrete 29.
  • the reinforcement elements are also preferably provided with recesses 46 at the upper edge and with recesses 48 at the lower edge. This makes these edges look serrated. These lateral recesses 46, 48 improve the absorption of horizontal forces by the reinforcement element in question.
  • FIG. 1 also shows how a lateral force Q acts on the ceiling 20 on the left and right.
  • a counterforce F counteracts these forces Q from below.
  • a right-hand turning moment M acts on the right and a left-turning moment M 'of the same magnitude acts on the left.
  • Fig. 4 shows in radial section the load paths in a conventional manner Presentation.
  • the reference numerals are the same as in FIGS. 1 to 3.
  • a crack zone is indicated, in which one or more cracks occur in the concrete 29 under high loads and where the ceiling 20 would normally break under too high loads.
  • the fracture surface then has the shape of a funnel or cone, and this is why one speaks of a "punching cone". It can be seen that there are many load paths 52 which run transversely and partly approximately perpendicular to this crack zone 50 and therefore counteract a break at this point.
  • the struts emanating from the support 10 are pressure struts. They anchor themselves in the inner area of the "punching cone" on the upper concrete dowels, that is, the concrete dowels in the recesses 40. This is the introduction of the load into the flat reinforcement part 32. From this anchoring, the struts run, as shown, only in the flat reinforcement part 32, and a push field is formed. This causes a flat load transfer in the reinforcement part 32 up to the non-thrust-critical area, which lies outside the crack zone 50.
  • Fig. 5 shows, also in a conventional representation, the tension or compression struts in section.
  • the tension struts run transversely and approximately perpendicular to the crack zone 50, that is to say transversely and partially perpendicular to the “punching cone”, and that they therefore counteract a break at this point.
  • anchoring options in the area of the "concrete dowels" mentioned (at the recesses 40, 42). If the first cracks occur in the concrete 29 when the tensile strength is reached, the load is distributed in the manner of a fan over the entire flat reinforcement part 32 to form the “concrete anchors”, as is clearly shown in FIGS. 4 and 5.
  • the loads are transferred via the flat reinforcement element 30, 32 directly according to the principle of the minimum of the deformation work.
  • the cracks 50 caused by the shear force thus remain small, and a maximum load-bearing capacity of the ceiling 20 is obtained.
  • the flat reinforcement element 32 takes over the function of the concrete. Assuming a rigid body mechanism in the load state, that is to say a separation of the remaining ceiling 20 from the punching cone 50, the transverse force transmission takes place exclusively via the flat reinforcement element 32. The bending and shear reinforcement is decoupled.
  • the failure of an arrangement shown should be done with sufficient advance notice.
  • the ductility of the flat reinforcement element 30, 32 is important for this. In such an arrangement, the transverse forces are namely transmitted via the flat reinforcement element 30, 32.
  • the flat reinforcement element 30, 32 which is preferably made of steel, fails, and the failure is a ductile steel failure and not a brittle concrete failure in the form of a shear-pressure fracture, i.e. the failure announces itself and does not occur suddenly. This is also important in earthquakes.
  • the "concrete dowels" in the recesses 40, 42 have a sufficiently elastic behavior, and if one of these concrete dowels fails, the neighboring concrete dowels will take over the load, i.e. there is only a rearrangement of the load.
  • the recesses 40, 42 and the beads 44 support the concrete dowels when anchoring the oblique struts.
  • reinforcement bars can be passed through the recesses 40, 42, and these can also be attached to these recesses with crimped wires. This gives you a further improvement.
  • FIG. 6 shows an isometric illustration of the reinforcement part 32 of FIGS. 1 to 3. The same reference numerals are used.
  • FIGS. 1 to 3 show details of the embodiment according to FIGS. 1 to 3 in different sectional planes.

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Reinforcement Elements For Buildings (AREA)
  • Rod-Shaped Construction Members (AREA)
  • Working Measures On Existing Buildindgs (AREA)

Abstract

La présente invention concerne une pièce en béton armé ou en béton précontraint, qui peut être soumise à une force transversale (Q). Une couche d'armature (22, 24) est respectivement pourvue sur la face supérieure et sur la face inférieure de ladite pièce. Au moins une pièce d'armature plane (30, 32, 34, 36) est pourvue entre ces couches d'armature, afin de protéger du cisaillement. Cette pièce d'armature s'étend sensiblement perpendiculairement à une surface de la pièce en béton armé, sensiblement sur l'espacement total entre les couches d'armature (22, 24) et perpendiculairement à au moins une zone de fissure (50), qui apparaît dans la pièce en béton armé ou en béton précontraint en cas de sollicitation.
EP01923551A 2000-01-20 2001-01-20 Renforcement de dalle et son procede de fabrication Expired - Lifetime EP1248889B1 (fr)

Applications Claiming Priority (3)

Application Number Priority Date Filing Date Title
DE10002383A DE10002383A1 (de) 2000-01-20 2000-01-20 Querkraftbeanspruchtes Stahl- oder Spannbetonteil
DE10002383 2000-01-20
PCT/EP2001/000634 WO2001053623A2 (fr) 2000-01-20 2001-01-20 Piece en beton arme ou en beton precontraint pouvant etre soumise a une force transversale

Publications (2)

Publication Number Publication Date
EP1248889A2 true EP1248889A2 (fr) 2002-10-16
EP1248889B1 EP1248889B1 (fr) 2012-01-18

Family

ID=7628185

Family Applications (1)

Application Number Title Priority Date Filing Date
EP01923551A Expired - Lifetime EP1248889B1 (fr) 2000-01-20 2001-01-20 Renforcement de dalle et son procede de fabrication

Country Status (6)

Country Link
US (1) US7874110B2 (fr)
EP (1) EP1248889B1 (fr)
AT (1) ATE542000T1 (fr)
AU (1) AU2001250302A1 (fr)
DE (1) DE10002383A1 (fr)
WO (1) WO2001053623A2 (fr)

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CN104718332A (zh) * 2012-09-05 2015-06-17 韩国建设技术研究院 抗冲切用增强构件以及采用该增强构件的支柱与板和扩大基础之间的结合部的施工方法

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CN104718332A (zh) * 2012-09-05 2015-06-17 韩国建设技术研究院 抗冲切用增强构件以及采用该增强构件的支柱与板和扩大基础之间的结合部的施工方法
CN104718332B (zh) * 2012-09-05 2017-03-08 韩国建设技术研究院 抗冲切用增强构件以及施工方法

Also Published As

Publication number Publication date
DE10002383A1 (de) 2001-07-26
WO2001053623A3 (fr) 2002-02-28
AU2001250302A1 (en) 2001-07-31
US20030154674A1 (en) 2003-08-21
WO2001053623A2 (fr) 2001-07-26
EP1248889B1 (fr) 2012-01-18
ATE542000T1 (de) 2012-02-15
US7874110B2 (en) 2011-01-25

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