EP0181898A1 - Armature avec parties en acier pour constructions en beton precontraint et elements en beton precontraint prefabrique - Google Patents

Armature avec parties en acier pour constructions en beton precontraint et elements en beton precontraint prefabrique

Info

Publication number
EP0181898A1
EP0181898A1 EP19850902519 EP85902519A EP0181898A1 EP 0181898 A1 EP0181898 A1 EP 0181898A1 EP 19850902519 EP19850902519 EP 19850902519 EP 85902519 A EP85902519 A EP 85902519A EP 0181898 A1 EP0181898 A1 EP 0181898A1
Authority
EP
European Patent Office
Prior art keywords
bars
reinforcement
main reinforcement
tendon
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.)
Withdrawn
Application number
EP19850902519
Other languages
German (de)
English (en)
Inventor
Friedrich Bodner
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
Application filed by Individual filed Critical Individual
Publication of EP0181898A1 publication Critical patent/EP0181898A1/fr
Withdrawn legal-status Critical Current

Links

Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/08—Members specially adapted to be used in prestressed constructions

Definitions

  • the invention relates to a reinforcement element made of steel parts for prestressed concrete constructions and prestressed concrete prefabricated parts which are provided with parallel, slack main reinforcing bars and a tendon which are held at a defined distance from one another by spacers.
  • the "flaccid reinforcement” is a steel insert whose longitudinal bars, the so-called main reinforcement bars are not prestressed in tension when the structural parts are not loaded, but which are able to absorb both tensile and compressive stresses when the structural parts are loaded.
  • prestressed concrete with tendons which are prestressed with high forces after the concrete has set.
  • Tendons can also slide and tension later compared to the set concrete.
  • the DIN-Nor 4227 and the Austrian standard B 4250 make it known to use tendons or bundles of tension together with a slack reinforcement consisting of longitudinal and stirrup reinforcement.
  • the tendons are preloaded "with composite" in much larger cladding tubes made of BTech, which form a tendon. After complete prestressing, all of the tendons must be completely filled with a special grout in order to prevent the tendons from being destroyed by corrosion. On the one hand, the introduction of the grout is complicated and time-consuming, on the other hand, a complete filling of the clamping channels cannot be checked, so that there is always a risk of later corrosion. Before filling in the Can be carried out with grout, the reinforcement must be built up by hand and poured into concrete within a formwork.
  • the parallel slack main reinforcement bars are connected by hand to the stirrup reinforcement by means of wires, and finally the cladding tubes, including the tendons, have to be connected to the slack reinforcement - likewise by hand.
  • This process is extremely time-consuming, requires a high level of skill on the part of the construction workers, and yet does not exclude the risk of inaccurate positioning of the tendons.
  • DE-GM 19 01 167 discloses a strapping bracket for the prestressed reinforcement of prefabricated pre-fabricated concrete parts, the parallel longitudinal bars of which there are only a maximum of 2 can to a certain extent exert the effect of a slack main reinforcement.
  • the at least two tendons are not guided on all sides by the bundle of straps, and there is also no biaxial symmetry, so that the known reinforcement element can warp or bend outside the concrete in the event of prestressing.
  • the well-known reinforcement element must therefore be described in practice - for yourself - as not prepressible.
  • An exact positioning of the tendons is only possible if you connect them several times with so-called crimp wires to the strap?
  • the spacers are short wire sections running perpendicular to the longitudinal bars, which are bent inward to form a bracket, run outside the longitudinal bars and are welded to them III.
  • the invention is therefore based on the object
  • Specify reinforcement element for the production of prestressed concrete structures which facilitates the manufacture of the entire reinforcement, allows adherence to precise geometric conditions and prevents crack formation in the concrete in all cross-sectional parts of all finished * prestressed concrete constructions and prefabricated prestressed concrete parts. Refers to the prevention of Zudehnungs r RissebfTc-ung as the tinaria of the 'state I ". This state is at the production,
  • the spacers consist of at least one spiral rod, which is bent as a circular helix and lies within the parallel main reinforcement bars and extends over the entire length of the tendon and which the parallel main reinforcement bars according to the pitch of the turn. touched at intervals and fastened at the points of contact by a welded connection "S" to the parallel main reinforcement bars, c) the at least one spiral rod tightly encloses the tendon on all sides on its outer diameter and
  • the parallel main reinforcement bars are distributed over the outer circumference of the at least one spiral bar in such a way that the center of gravity axis "A" of the tendon is in the common center of gravity of all the main reinforcement bars.
  • Characteristic a ensures that the slack reinforcement element or its main reinforcement bars is very largely protected against buckling even when axial compressive forces occur; as a result, this flaccid reinforcement part can also be subjected to pressure outside the concrete.
  • Characteristic b) ensures that the parallel main reinforcement bars are kept at an exact distance from each other along their entire length and that the cross section of the reinforcement element is identical at every point of its length, so that large and small cross sections are not abruptly in the
  • Characteristic d ensures that the respective tendon also outside the concrete, i.e. can be provided with a limited pretension in the manufacturer's plant or on the construction site, which will be discussed in more detail below. Due to the biaxial symmetrical arrangement of the main reinforcement bars in relation to the tendon, the limp main reinforcement is not warped or bent.
  • the features according to the invention result in a combined reinforcement element which is transportable, prestressable and ready for installation, since it includes both the main reinforcement bars and the tendon.
  • the tendon is guided like the strand of a Bowden cable, and the parts causing the guidance, namely the at least one spiral bar and the main reinforcement bars carried by it, simultaneously represent the slack main reinforcement. Subsequent fastening of the tendon to the slack main reinforcement is no longer necessary, and a displacement of the tendon in relation to the limp main reinforcement is also not possible. It is only necessary to attach the combined reinforcement element at the intended location and to pour it with the concrete.
  • a possible cross connection (for example in the case of ceiling panels) can be made by inserting light structural steel mesh mats, to fix the combined reinforcement elements according to the required tendon spacing.
  • the tensioning method to be used in the subject matter of the invention can be both a "with bond” and “without bond” tensioning process.
  • a partial prestressing is far more favorable because of the relatively strong slack reinforcement, both with regard to the resistance as well as with regard to the permanent possibilities. It has been found that even with partial prestressing, the structural changes remain very small and can therefore be limited in the permanent state, so that no hairline cracks occur in the concrete tensile zone. This also applies to fatigue strength, the influence of which is of great importance for the long-term behavior of corresponding reinforced concrete structures.
  • the flaccid main reinforcement according to the invention goes beyond a minimum reinforcement according to DIN 4227.
  • the way the tendon is guided concentrates its task on the essential task of concrete prestressing, namely on "guaranteeing the prevention of hairline cracks (called condition I) in the tension zone.
  • Inieniform spiral rod the projection of which forms a circular ring on a plane perpendicular to the spiral axis, then runs in succession to all the main reinforcement rods with which it is or will be welded.
  • the at least one tendon runs inside the limp main reinforcement and is thereby reliably held and guided in all possible transverse directions, so that - seen in cross-section - the same spatial assignment of the tendon to the main reinforcement bars always results.
  • the tendon including a corrosion protection compound
  • the tendon is free of air gaps from a steel jacket! is surrounded.
  • the steel jacket contributes to the strength of the system as an additional "sagging reinforcement", whereby the symmetrical conditions are fully preserved.
  • This steel jacket can also have a circular shaft geometry so that its composite effect on the concrete is optimized.
  • the unit of tendon and limp main reinforcement has the further advantage that the parallel main reinforcement bars are surrounded on all sides when the concrete is poured in and interlock with the concrete bars, thereby forming a high-strength, geometrically defined bond.
  • prestresses can be set outside the concrete, for example, 30% of the final prestressing.
  • the flaccid main reinforcement is already embedded with a prestressing that counteracts the shrinking and creeping of the concrete.
  • the remaining prestress can then be applied until the full calculated prestress is reached.
  • An almost complete material homogeneity of the composite material "prestressed concrete" can be achieved by this measure are achieved in a way that is otherwise only achieved by other tensile materials such as wood, steel, aluminum etc. So far this has not been achieved with prestressing steel inserts because the prestressing applied later does not counteract creeping and shrinking, but rather encourages these processes.
  • the shrinking and creeping would otherwise cause the pretension in the tension member This process is now counteracted by the pretensioning in slack reinforcement. ' .
  • This system will ' preferably ' be used in prestressed concrete without a bond.
  • Figures 1 and 2 a tendon, which is designed as a monostrand and by means of a corrosion protection compound in one. Steel jacket is housed,
  • FIGS. 3 and 4 a tendon analogous to FIG. 1, but with the difference that a flame retardant sheathing is additionally present between the anti-corrosion compound and the steel sheath
  • FIGS. 5 and 6 are a top view and a side view, respectively, of a reinforcement element with three parallel main reinforcement bars, which are connected to one another at intervals by two spiral bars,
  • FIG. 8 shows a cross section analogous to FIG. 7, but with the difference that instead of the three parallel main reinforcement bars, there are four,
  • FIGS. 9 to 12 are longitudinal sections or end views of a tensioning device at one end of the reinforcement element
  • Figure 13 is a section along the line XIII-XIII through the subject of Figure 9 and
  • FIG. 14 a steel jacket designed as a corrugated tube.
  • FIGS. 1 and 2 show a tendon 1, to which a so-called monostrand 1a belongs, which is composed of a total of seven twisted rods 2.
  • the monostrand 1a is surrounded by a corrosion protection compound 3, which also fills the space between the individual rods 2 and can consist of a mineral oil-based grease, a wax, a lower polymer or another compound, the corresponding properties, including also has sliding properties. Additives made from graphite powder can also be used.
  • the anti-corrosion compound is surrounded by a steel jacket 5 beyond a sliding joint 4. Instead of the steel jacket 5 can be used for certain applications
  • Plastic sheath can be used that belongs to the prior art.
  • the arrangement according to FIGS. 3 and 4 has essentially the same structure, but with the difference that between the anti-corrosion compound 3 and the steel jacket 5 there is also a flame-retardant jacket 6, which consists, for example, of. a bandage consists of a flame-retardant material.
  • the bandage can be solidified by a crosslinked polymer impregnation, so that there is sufficient thermal insulation for up to three hours.
  • the steel jacket 5 represents an extremely secure assembly protection against any notch impact stress and provides in connection with the at least one
  • Spiral bar and the parallel main reinforcement bars a further guide element for the defined geometrical mounting of the tendon 1.
  • the concrete ends when pouring on the surface of the steel jacket, so that there is no bond with the monostrand 1a itself.
  • the concrete can form a kind of toothing with the tendon 1 designed as a mono strand, so that a bond is present.
  • Figures 5, 6 and 7 show an arrangement with a tendon, to which a steel jacket 5 belongs.
  • the Stahl ⁇ jacket 5 is always understood to simplify the description as part of the tendon.
  • the tendon 1 is surrounded by three parallel main reinforcement bars 7, 8 and 9, the longitudinal axes of which are arranged at the corners of an equilateral triangle.
  • These main reinforcing bars are connected at the predetermined distance by two helical bars 11 and 12 which are bent as a circular helix and lie within the main reinforcing bars 7, 8 and 9 and are continuous over the entire length of the tendon 1.
  • the outermost screw lines are welded to the main reinforcing bars 7, 8 and 9 at intervals according to the pitch of the helix (welded connections "S").
  • the tendon 1 with the steel jacket 5 is accommodated with virtually no play.
  • spiral rods 11 and 12 closely enclose the tendon or its steel jacket on all sides on its outer diameter. It also follows that the center of gravity axis "A" of the tendon 1 is in the common center of gravity axis of all the main reinforcement bars 7, 8 and 9. It can also be seen that the two spiral rods 11 and 12 have the same circular cross sections or diameters have, like the slack main reinforcement bars 7, 8 and 9. Furthermore, it can be seen that the helix bars 11 and 12 are arranged offset in the axial direction by half the pitch of a helix. It goes without saying that the spiral rods also have the same winding direction.
  • FIG. 8 a further parallel main reinforcement bar 10 has been added to the parallel main reinforcement bars 7, 8 and 9, the longitudinal axes of all main reinforcement bars being located at the corners of a rectangle.
  • the welding points or welding points are identified by blackening and the addition "S".
  • S the addition
  • FIGS. 9 to 12 show the end region of each reinforcement element, and this is a slack reinforcement with four main reinforcement bars 7, 8, 9 and 10, of which in FIG. 9 only the two lower ones (7, 8) are closed are seen.
  • the two spiral rods 11 and 12 are largely covered.
  • a tensioning device 13 is arranged, by means of which a tensile force is exerted on the tendon and on the main reinforcement bars and the helix an equally large pressure force can be applied as a reaction force. It is a reciprocal tension relationship between "sagging reinforcement" and tendon.
  • the system according to the invention enables an almost stepless transition between the (first) prestressing outside the concrete and the subsequent final application of the prestressing force in the set prestressed concrete body.
  • the ends of the parallel main reinforcement bars 7 to 10 are bent in a funnel shape and passed through a bending ring 14 and around this by 180 degrees parallel to the axis "A" of the tension member. 1. Bent back outwards. The bent-back 'ends - are not obviously - denoted by 7a and 8a. As a result, they form their own end anchoring, which has a neutral effect on the tension (apart from the joint liability
  • FIG. 11 shows a section or an interior view of the arrangement according to FIG. 9 after rotation by 90 degrees.
  • the ends 11a and 12a of the spiral rods 11 and 12 are also bent up in a funnel shape and passed through the same bending ring 14 and bent outwards by 180 degrees parallel to the axis "A" of the tensioning element 1.
  • the axes of both the main reinforcing bars and the helical bars lie within the bending ring 14 in a conical surface and thereby form an outward, i.e. open in the direction of the end of the tendon 1 "funnel".
  • a stop ring 15 is welded to the main reinforcing bars and the spiral bars, against which the bending ring 14 is supported.
  • the clamping cone 16 is provided on its outer conical surface with approximately semicircular grooves 19 which are complementary in number and shape to the main reinforcement and spiral bars, the longitudinal axes of which lie in the conical surface. This enables a tight fit of the tensioning cone 16 on the rods and prevents relative rotation. It is of course possible to provide the bending ring 14 on its inside with corresponding grooves, which complement the grooves 19 in the clamping cone 16 almost to form cylinder surfaces.
  • the parallel main reinforcing bars 7 to 10 are firmly connected on their outer sides to at least three inner rings 20 in the region of their ends 7a, 8a etc. which are bent outwards, for example likewise by means of electrical spot welding.
  • the ends 7a, 8a; 11a, 12a of the main reinforcement bars and the spiral bars are firmly connected on their outer sides to at least three outer rings 21.
  • the end thread is produced by a so-called “rolled thread” which does not reduce the cross section in this area. In the case of individual strands, these are combined at the anchoring end by a so-called threaded sleeve, so that the tensioning process is the same in both cases.
  • the bends of approximately 180 degrees and the attachment of the inner rings 20 and the outer rings 21 serve to absorb the so-called “split tensile forces" and to improve the end anchorage in the concrete.
  • the boundary surface 22 of the concrete is indicated by dashed lines in FIG.
  • the prestressing of the clamping member 1 can be carried out by means of a torque wrench by means of the clamping nut 18 or by means of corresponding hydraulic devices.
  • the reinforcement element can also be provided with a partial prestressing of, for example, 30% of the final tension by the tensioning device 13 shown in FIGS. 9 to 12 outside the concrete. There is no model for this measure in the state of the art.
  • FIG. 14 shows a variant of the steel jacket 5 according to FIGS. 1 to 4 with the difference that the steel jacket 5a is designed as a corrugated tube to increase the composite effect.
  • the "shafts" are screwed by a semi-circular cross section! inien-shaped and outwardly projecting bead 5 b formed. The following dimensions are observed:

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Reinforcement Elements For Buildings (AREA)

Abstract

Au moins trois barres d'armature principales parallèles (7, 8, 9, 10) sont maintenues à un écart prédéterminé grâce à des ponts d'écartement. Ces ponts d'écartement sont formés par au moins une barre hélicoïdale (11, 12) qui, en fonction du pas, est soudée à certains intervalles aux barres d'armature principales (7, 8, 9, 10) qui entourent à l'extérieur au moins une barre hélicoïdale (11, 12). A l'intérieur d'au moins une barre hélicoïdale (11, 12) est disposé un organe de précontrainte (1) entouré de près sur tous les côtés par celle-ci. Les barres d'armature principales (7, 8, 9, 10) sont réparties sur la périphérie extérieure d'au moins cette barre hélicoïdale (11, 12) de telle manière que l'axe de centre de gravité "A" de l'organe de précontrainte (1) se trouve dans l'axe de centre de gravité commun de toutes les barres d'armature principales (7, 8, 9, 10). Ainsi, l'organe de précontrainte (1) est guidé dans son manchon comme le toron d'un câble Bowden, l'élément d'armature pouvant également être doté à l'extérieur du béton solidifié d'une précontrainte partielle.
EP19850902519 1984-05-17 1985-05-13 Armature avec parties en acier pour constructions en beton precontraint et elements en beton precontraint prefabrique Withdrawn EP0181898A1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
DE19843418318 DE3418318A1 (de) 1984-05-17 1984-05-17 Bewehrungselement fuer spannbeton-konstruktionsteile
DE3418318 1984-05-17

Publications (1)

Publication Number Publication Date
EP0181898A1 true EP0181898A1 (fr) 1986-05-28

Family

ID=6236107

Family Applications (1)

Application Number Title Priority Date Filing Date
EP19850902519 Withdrawn EP0181898A1 (fr) 1984-05-17 1985-05-13 Armature avec parties en acier pour constructions en beton precontraint et elements en beton precontraint prefabrique

Country Status (4)

Country Link
EP (1) EP0181898A1 (fr)
AU (1) AU4353185A (fr)
DE (1) DE3418318A1 (fr)
WO (1) WO1985005394A1 (fr)

Families Citing this family (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE3813283A1 (de) * 1988-04-20 1989-11-09 Tgb Technogrundbau Gmbh Spannbarer erdanker
AT407766B (de) * 1989-02-27 2001-06-25 Vorspann Technik Gmbh Spannbündel
EP0393013B2 (fr) * 1989-04-12 1997-06-25 Vorspann-Technik Gesellschaft m.b.H. Faisceau d'élément de tension constitué de membres de contrainte
AT400736B (de) * 1991-03-19 1996-03-25 Vorspann Technik Gmbh Spannbündel für vorgespannte tragwerke aus beton
GB2314100A (en) * 1996-06-14 1997-12-17 Techbuild Composites Limited Reinforcing bars or rock bolts
DE19711002C2 (de) * 1997-03-17 1999-12-30 Suspa Spannbeton Gmbh Vorgefertigtes Zugglied, insbesondere als Umfangsspannglied für Großbehälter aus Beton
DE19918438A1 (de) * 1999-04-23 2000-11-09 Dyckerhoff & Widmann Ag Korrosionsgeschütztes Stahlzugglied
DE20117382U1 (de) * 2001-10-24 2002-01-03 DWK Drahtwerk Köln GmbH, 51063 Köln Ummantelter Spann- oder Armierungsstahl

Family Cites Families (10)

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Publication number Priority date Publication date Assignee Title
NL77015C (fr) *
NL61228C (fr) * 1943-09-30
FR1011419A (fr) * 1949-02-03 1952-06-23 Perfectionnements aux câbles destinés à la réalisation de constructions en béton précontraint
GB711452A (en) * 1952-08-29 1954-06-30 Wladyslaw Marian Julian Ryzews Improvements in reinforced concrete structures
ES370530A1 (es) * 1969-06-11 1971-04-16 I C O S Impresa Costruzioni Op Un procedimiento para la construccion de mamparos, diafrag-mas o tabiques subterraneos de hormigon.
DE2118195A1 (de) * 1971-04-08 1972-11-02 Schutt, Ulrich, Dipl Ing , 1000 Berlin Glasfaservorgespannte Stahlver bundtrager
FR2163382B1 (fr) * 1971-12-17 1974-06-07 Sonneville Roger
FR2318273A1 (fr) * 1975-07-17 1977-02-11 Freyssinet Int Stup Element en beton precontraint par armatures tendues avant betonnage, notamment traverse de chemin de fer
FR2423605A1 (fr) * 1978-04-21 1979-11-16 Trouillard Sa Procede de precontrainte avec armatures speciales d'un type unique pour les cas de precontrainte mixte
DE2944878A1 (de) * 1979-11-07 1981-05-21 Dyckerhoff & Widmann AG, 8000 München Korrosionsgeschuetztes bewehrungselement fuer beton

Non-Patent Citations (1)

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Title
See references of WO8505394A1 *

Also Published As

Publication number Publication date
WO1985005394A1 (fr) 1985-12-05
AU4353185A (en) 1985-12-13
DE3418318A1 (de) 1985-11-21

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