EP0351582B1 - Bündelspannglied grosser Länge für Spannbeton mit nachträglichem Verbund sowie Verfahren zu seinem Einbau - Google Patents

Bündelspannglied grosser Länge für Spannbeton mit nachträglichem Verbund sowie Verfahren zu seinem Einbau Download PDF

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Publication number
EP0351582B1
EP0351582B1 EP89111441A EP89111441A EP0351582B1 EP 0351582 B1 EP0351582 B1 EP 0351582B1 EP 89111441 A EP89111441 A EP 89111441A EP 89111441 A EP89111441 A EP 89111441A EP 0351582 B1 EP0351582 B1 EP 0351582B1
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EP
European Patent Office
Prior art keywords
tensioning
anchoring
duct
length
injected
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.)
Expired - Lifetime
Application number
EP89111441A
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German (de)
English (en)
French (fr)
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EP0351582A1 (de
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Walter Bau AG
Original Assignee
Dyckerhoff and Widmann AG
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Publication date
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Application filed by Dyckerhoff and Widmann AG filed Critical Dyckerhoff and Widmann AG
Publication of EP0351582A1 publication Critical patent/EP0351582A1/de
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    • 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
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22—Piles
    • E02D5/58—Prestressed concrete piles
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
    • E04G21/12—Mounting of reinforcing inserts; Prestressing

Definitions

  • the invention relates to a bundle tendon of great length for prestressed concrete with a subsequent composite consisting of a plurality of individual elements, such as steel rods, wires or wire strands with end anchors, which is integrated in a structural part e.g. prepared by installing a cladding tube that runs vertically or at an angle and can only be accessed at one end and can be supported at this end by means of an anchor device having an anchor plate relative to the structural part, and a method for its installation.
  • a structural part e.g. prepared by installing a cladding tube that runs vertically or at an angle and can only be accessed at one end and can be supported at this end by means of an anchor device having an anchor plate relative to the structural part, and a method for its installation.
  • tension members made of steel into cavities that are only accessible from one end and their anchoring at the inaccessible end is known in principle in the manufacture of earth and rock anchors.
  • An anchoring section is also produced here by injecting hardening material in the depth of the borehole, which serves to firmly anchor the tension member, which is then tensioned from the air end and anchored by means of anchor devices known from prestressed concrete construction.
  • the free length of steel between the anchoring section and the air-side anchoring device basically remains freely stretchable.
  • Similar working methods are also known for anchoring structures such as retaining walls, dam walls or the like in the ground.
  • tendons also in the form of steel wire strands, have a large, but at least limited length, so that such hairpin-shaped tendons can only achieve component heights that correspond to a maximum of half the tendon length. At larger building heights, intermediate joints with again hairpin-shaped tendons are necessary.
  • the invention has for its object to provide a way to design and install a tendon, which is to be installed in a tension channel accessible only at one end, in such a way that it is reliably anchored not only at the inaccessible end, but that the full filling of the tensioning channel for the production of the subsequent bond can also be checked.
  • this object is first achieved by a tendon, the individual elements of which are directly connected to one another at the end of the tendon opposite the anchor device, e.g. are welded, and in the case of additional anchoring in the hardening material to be injected into the tensioning channel for the production of the subsequent bond following the connection of the individual elements at the end of the tendon over a certain anchoring length on these and on these staggered in each case e.g. are pressed on by extrusion.
  • the arrangement of the sleeves pressed on for additional anchoring of the individual elements of the bundle tendon does not have the advantage at the outermost end of the tendon, but rather along the entire anchoring distance and offset from one another that the individual elements at the outermost end together can be welded immediately, i.e. not with the help of anchor devices; this is necessary in order to be able to wind the entire, often very long tendon on a reel and lower it reliably into the tendon.
  • the means for additional anchoring which regularly increase the diameter of the individual elements, such as pressed-on metallic sleeves, at the same time form spacers which keep the individual elements at a distance from one another in the region of the anchoring length, so that they are full in the injectable hardening material can be embedded; this also minimizes the diameter of the entire bundle tendon in the area of the anchoring length.
  • comparatively narrow cladding tubes can be used for the tensioning channel, which in turn leads to small structural dimensions.
  • the injection lines expediently run outside the tensioning channel.
  • the rinsing process can continue until the material has hardened or can be repeated periodically.
  • the air-side anchoring area can optionally be re-injected with hardening material via a third injection line running outside the tensioning channel and opening into the anchoring device below it.
  • Fig. 1 is a longitudinal section through a wall 1, e.g. a cell wall of a multi-cell structure made of reinforced concrete is shown. It is assumed that the wall at the lower end is based on the sea floor or on a foundation, while the upper end is above the water level; the height of the structure can be 85 m and more.
  • a tensioning channel 3 is formed by a cladding tube 2 embedded therein, into which a bundle tendon 4 is inserted.
  • the bundle tendon 4 is shown in the illustration of FIG. 1 consisting of only three individual elements 5; it actually consists of a larger, basically any number of individual elements, in the example of FIGS. 2 to 4 of nineteen elements 5, e.g. Steel wire strands.
  • the structural part 1 also includes a flaccid reinforcement 6, which is only indicated along the outer wall in FIG. 1.
  • the individual elements 5, as shown in FIG. 4, are welded to one another in a tight position at the lower end 7.
  • they are provided with means 8 for the locally concentrated application of force.
  • These means 8 are expediently pressed onto the individual steel wire strands by means of extrusion; as shown in FIG. 2 in particular, they are grouped together at equal distances l from one another in order to distribute them as evenly as possible over the anchoring length L v .
  • the bundle of the individual elements 5 is fixed in this area, for example by a wrapping 9 (FIG. 3).
  • hose-like lines are led up parallel to this, namely an injection line A, which opens at 10 at the lower end of the anchoring length L v into the tensioning channel 3, and a flushing and injection line B, which approximately the boundary between the anchoring length L v and the overlying span length L s at 11 opens into the tension channel 3.
  • Another line C leads from the air side into the area of the tensioning channel 3 below the anchor device 12;
  • a fourth line D is connected to a cover cap 13, with which the tensioning channel 3 in the area of the anchor device 12 can be temporarily closed during construction. If the diameter of the cladding tube 2 can be chosen to be correspondingly large, it is in principle also possible to route the lines A and B within the tensioning channel 3.
  • Fig. 5a shows schematically the state of construction after the production of the tension channel 3 with the injection lines A, B and C. It can be seen that the line A at the lower end of the anchoring length L v at 10 opens into the tension channel 3; the line B in the border area between the anchoring length L v and the span length L s at 11 and the line C slightly below the upper end of the tension channel 3.
  • Embodiment is the manufacture of a structural part that is kept floating in sea water, precautionary measures must be taken to ensure that the tension channel 3 does not fill with sea water that has aggressive properties and is corrosive both to the cladding tube 2 forming the tension channel 3 and also can act on the tendon 4 to be introduced later.
  • the tensioning channel 3 is therefore initially filled with fresh water, which is indicated in FIG. 5b.
  • the tensioning member 4 is then lowered into the tensioning channel 3 filled with fresh water, as shown in FIG. 5c; it is provided at its lower end in the manner shown in FIG. 1 with means 8 for additional anchoring and anchored at the upper end in an armature disk 12 in a manner known per se.
  • the tensioning channel 3 is closed at its upper end in the area of the anchor device by a cover cap 13 to which a line D is connected.
  • hardening material 14 is now injected through the line A into the tensioning channel 3, which fills it up from the bottom.
  • Lines C and D are closed, so that the fresh water filling the tensioning channel 3 escapes through line B.
  • the tensioning channel 3 is then completely filled over the region of the anchoring length L v when the hardening material 14 emerges at the upper end of the line B.
  • the injection is then stopped and line A is closed at the top.
  • the tendon 4 can be tensioned (FIG. 5g).
  • a hydraulic press 16 is used for this purpose, which is placed on the armature disk 12 in a manner known per se. The individual elements are then anchored in the armature disk 12 in a manner known per se.

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Structural Engineering (AREA)
  • Civil Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • General Engineering & Computer Science (AREA)
  • Mechanical Engineering (AREA)
  • Piles And Underground Anchors (AREA)
  • Reinforcement Elements For Buildings (AREA)
EP89111441A 1988-07-19 1989-06-23 Bündelspannglied grosser Länge für Spannbeton mit nachträglichem Verbund sowie Verfahren zu seinem Einbau Expired - Lifetime EP0351582B1 (de)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
DE3824394A DE3824394C2 (de) 1988-07-19 1988-07-19 Verfahren zum Einbau eines Bündelspannglieds großer Länge für Spannbeton mit nachträglichem Verbund
DE3824394 1988-07-19

Publications (2)

Publication Number Publication Date
EP0351582A1 EP0351582A1 (de) 1990-01-24
EP0351582B1 true EP0351582B1 (de) 1992-06-17

Family

ID=6358978

Family Applications (1)

Application Number Title Priority Date Filing Date
EP89111441A Expired - Lifetime EP0351582B1 (de) 1988-07-19 1989-06-23 Bündelspannglied grosser Länge für Spannbeton mit nachträglichem Verbund sowie Verfahren zu seinem Einbau

Country Status (5)

Country Link
US (1) US5056284A (no)
EP (1) EP0351582B1 (no)
CA (1) CA1312738C (no)
DE (2) DE3824394C2 (no)
NO (1) NO892746L (no)

Families Citing this family (14)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US5939003A (en) * 1997-01-31 1999-08-17 Vsl International Post-tensioning apparatus and method
ES2285752T3 (es) * 1998-02-09 2007-11-16 Vsl International Ag Procedimiento de ejecuccion de un anclaje, pieza de anclaje y elemento de tension para este objeto.
US6409433B1 (en) * 2000-01-27 2002-06-25 David A. Hubbell Foundation piles or similar load carrying elements
WO2004001139A1 (en) * 2002-05-10 2003-12-31 David Allen Hubbell Foundation piles or similar load carrying elements
JP4537997B2 (ja) * 2003-03-01 2010-09-08 ブラケット，チャールズ，ティー． ワイヤボルト
US20050193681A1 (en) * 2004-02-21 2005-09-08 Brackett Charles T. Threaded rod wind and seismic resistance system
FR2882421A1 (fr) * 2005-02-22 2006-08-25 Freyssinet Internat Stup Soc P Procede de renforcement d'une structure tubulaire metallique et structure resultante
US8322093B2 (en) * 2008-06-13 2012-12-04 Tindall Corporation Base support for wind-driven power generators
US8096195B2 (en) * 2009-08-17 2012-01-17 Fdh Engineering, Inc. Method of determining tension in a rod
US8474219B2 (en) 2011-07-13 2013-07-02 Ultimate Strength Cable, LLC Stay cable for structures
CN102220761A (zh) * 2011-04-12 2011-10-19 泰州润伟机械有限公司 预应力混凝土管桩端板
US20120260590A1 (en) 2011-04-12 2012-10-18 Lambert Walter L Parallel Wire Cable
CN104976424B (zh) * 2015-05-15 2017-04-12 中铁二局工程有限公司 一种矩形顶管管节连接加固的锚索施工方法
CN112832537B (zh) * 2021-01-11 2022-05-13 中国十七冶集团有限公司 一种防止预应力预埋管道漏浆导致阻塞、堵管的施工方法

Family Cites Families (13)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE618328C (de) * 1929-04-24 1935-09-11 Andre Coyne Stuetzmauern, Talsperrenmauern, Wehranlagen oder aehnliche Bauwerke
GB712674A (en) * 1952-09-25 1954-07-28 Stent Precast Concrete Ltd Improvements in prestressed concrete piles
DE1559568B2 (de) * 1965-02-11 1976-04-08 Intercontinentale-Technik Gesellschaft f. Planung u. Konstruktion mbH, 8000 München Spannglied
FR1435191A (fr) * 1965-03-05 1966-04-15 Ofee Omnium Francais D Etudes Procédé et dispositifs de précontrainte, et systèmes précontraints comportant leur mise en oeuvre
BE794024A (fr) * 1972-01-21 1973-05-02 Brandestini Antonio Dispositif d'ancrage pour cables composes de brins
DE2430170C3 (de) * 1974-06-24 1979-10-11 Philipp Holzmann Ag, 6000 Frankfurt Spannglied aus hxxochzugfestem Stahl für Spannbetonbauteile oder -bauwerke
US4043133A (en) * 1976-07-21 1977-08-23 Yegge Lawrence R Structure and method of constructing and test-loading pile anchored foundations
DE2753112C3 (de) * 1977-11-29 1981-01-22 Dyckerhoff & Widmann Ag, 8000 Muenchen Verankerung eines gespannten Zugglieds für große Belastungen in einem Betonbauteil, z.B. eines Schrägseils einer Schrägseilbrücke
US4223497A (en) * 1978-06-26 1980-09-23 Ccl Systems Limited Coupling assembly
DE3005047C2 (de) * 1980-02-11 1983-12-08 Dyckerhoff & Widmann AG, 8000 München Spannbetonbauteil, hergestellt nach dem Spannverfahren ohne Verbund
DE3138807C2 (de) * 1981-09-30 1986-10-30 Dyckerhoff & Widmann AG, 8000 München Freies gespanntes Zugglied, insbesondere Schrägkabel für eine Schrägkabelbrücke
DE3437350A1 (de) * 1984-08-30 1986-03-13 Ulrich Dr.Ing. e.h. Dr.Ing. 8000 München Finsterwalder Kabel fuer bauwerke, insbesondere schraegkabelbruecken und verfahren zu dessen herstellung
FR2588596B1 (fr) * 1985-10-10 1987-12-24 Freyssinet Int Stup Perfectionnements aux dispositifs de precontrainte du beton comportant des cables tendus sinueux et a leurs procedes de mise en oeuvre

Also Published As

Publication number Publication date
DE58901676D1 (de) 1992-07-23
DE3824394C2 (de) 1995-05-04
CA1312738C (en) 1993-01-19
US5056284A (en) 1991-10-15
NO892746L (no) 1990-01-22
DE3824394A1 (de) 1990-01-25
EP0351582A1 (de) 1990-01-24
NO892746D0 (no) 1989-07-03

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