EP0499144A1 - Tirant d'ancrage et pieu préconstraints - Google Patents

Tirant d'ancrage et pieu préconstraints Download PDF

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Publication number
EP0499144A1
EP0499144A1 EP92101980A EP92101980A EP0499144A1 EP 0499144 A1 EP0499144 A1 EP 0499144A1 EP 92101980 A EP92101980 A EP 92101980A EP 92101980 A EP92101980 A EP 92101980A EP 0499144 A1 EP0499144 A1 EP 0499144A1
Authority
EP
European Patent Office
Prior art keywords
anchor
compression
earth
composite
hole
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Withdrawn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
EP92101980A
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German (de)
English (en)
Inventor
Ernst Dipl.-Ing. Reichert
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 EP0499144A1 publication Critical patent/EP0499144A1/fr
Withdrawn legal-status Critical Current

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Classifications

    • 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
    • E02D5/74—Means for anchoring structural elements or bulkheads
    • E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor

Definitions

  • the invention relates to a grouting anchor and a grouting pile.
  • Compression anchors are known which, as anchoring anchors, transmit the composite stresses from the tension member directly to the compression body. Furthermore, compression anchors are known which, as pressure tube anchors, introduce the composite stresses into the compression body via a pressure tube.
  • DE-PS 3 425 941 describes a compression anchor that adds the composite properties of the two compression anchor described above and can absorb approximately twice the tensile force.
  • This known compression anchor requires a special prestressing press, which stretches two tendons or tendon groups that lead to the top of the earth and have unequal tensioning path with the same force.
  • the invention has for its object to provide a grouting anchor and a grouting pile, which can have an equal or far larger load capacity compared to the components described in DE-PS 3 425 941 and are also considerably simpler to design.
  • the invention makes it possible to additionally transmit a moment to the compression body by asymmetrical design of the components, which brings advantages in terms of load capacity.
  • the invention offers the further advantage that only one tendon or one tendon group is present, so that tensioning is possible with conventional tensioning presses.
  • a separate connecting member is only known as a pressure pipe anchor in the pressure pipe anchor.
  • a separate connecting element for the transmission of tensile stresses is not known for any grouting anchor.
  • Ordinary structural steel is less susceptible to corrosion than prestressing steel.
  • Composite links made of ordinary structural steel can be oversized at low cost, so that stresses and thus also strains are reduced, which has a favorable influence on the holding force of the compression anchors.
  • grouted piles can also be formed.
  • tension member 3 which is accommodated in a hole 2, for example a borehole, has a tension member 3. This is provided with a cladding tube 4 over its entire length. One end of the tension member 3 is firmly connected to an anchor body 5. The other end of the tension member 3 is connected to an anchor head, not shown. It can be tensioned in the direction of the arrow as usual.
  • At least one composite member 6 is also firmly connected to the anchor body 5.
  • the composite members 6, 6 ' are arranged eccentrically to the tension member 3.
  • the hole 2 is pressed with hardening building material. It is formed over the anchoring length of the compression body 11.
  • the part 7 'of the composite member 6 directed towards the top 8 of the earth is subject to a compressive stress; the part 7 ′′ of the composite member 7 directed towards the hole base 10 comes under tension.
  • the asymmetrical arrangement of the composite member 6 and tension member 3 makes it possible to transmit a moment in the composite members 6 and thus in the compression body, which advantageously influences the load-bearing capacity of the compression anchor. It can be prevented by constructive means that the tension member also suffers 3 bending stresses.
  • FIG. 3 differs from that according to FIGS. 1 and 2 in that the anchor body 5 attached tension member 3 in alignment in the train member 7 '' continues.
  • the composite member parts 7 ′ which are firmly connected to the anchor body 5 and are pressurized can also be formed by a tube 14.
  • This tube 14 concentrically surrounds the tension member 3 and is also firmly connected to the anchor body 5.
  • the part 7 '' is, as usual, in direct connection with the compression body, that is, not provided with a cladding tube. This also applies to the pipe 14.
  • the composite member part 7 '' is only acted on by half the clamping force of the tie anchor.
  • the other half of the clamping force is derived through the pipe 14 via the compression body 11 in the ground 13.
  • This arrangement has the further advantage that the strains are halved, which has a favorable effect on the load-bearing capacity of the compression anchor 1.
  • this embodiment is very space-saving, so that you can work economically with a small hole diameter.
  • two anchor bodies 5 and 5 ′ are attached to the tension member 3 at a distance from one another for load-bearing capacity transmission.
  • the composite members 6, 6 ' are in turn firmly connected to the anchor body 5. They are arranged symmetrically around the tension member 3.
  • the tension member 3 is provided with a cladding tube 4 from the top 8 of the earth to the anchor body 5 'and between the anchor bodies 5' and 5.
  • the parts 7 ', 7' ', 7' '' of the composite members 6, 6 ' are directly surrounded by the compression body 11 without such a cladding tube.
  • the composite member parts 7 ' are guided freely through the anchor body 5'.
  • stop parts 15 are fastened at a distance to the composite member parts 7 ', which are also known as Driving plate can be formed.
  • the space between the stop parts 15 and the anchor body 5 ' is to be kept clear of the hardening building material, e.g. B. by a compressible material or by an appropriate cover.
  • the anchor bodies 5 and 5 ' are preferably arranged eccentrically to the compression body 11 at equal distances from one another and to the ends of the compression body 11.
  • the composite link parts 7 ′′ are subjected to tension and the composite link parts 7 ′ are subjected to pressure by the anchor body 5.
  • the stop parts 15 of the composite member parts 7 ' interact with the anchor body 5'.
  • the link member parts 7 '' 'located towards the top 8 of the earth are subjected to pressure and the link member parts 7' are additionally subjected to tension.
  • the connecting member 6 ' can be omitted, so that there is an asymmetrical arrangement of the connecting member 6 and tension member 3.
  • the anchor bodies 5, 5 ' can be firmly connected both to the tension member 3 and to the composite members 6, 6'.
  • the associated composite stress diagram 12 results, which, with a uniform subsoil towards the top of the earth, has somewhat larger amplitudes, so that a trapezoidal diagram surface is created in the middle field.
  • the change in the load capacity compared to the embodiment according to FIG. 4 depends on the soil.
  • the simpler embodiment is sufficient; with soil change layers it can even be cheaper, because the roughly simplified composite stress diagram 12 results in the form shown only for uniform soil layers.
  • the composite parts 6 and 6 ' can be provided for the purpose of corrosion protection with the composite stress-transmitting finned tubes made of plastic, so that such anchoring anchor can also be used as a permanent anchor.
  • tension member 3 can also be formed by several rods or strands.
  • the compression anchor 1 according to FIGS. 5 and 6 does not differ in any way, including the anchor plate, up to the end of the free stretchability range of the tension member 3, where the anchor body 5 is located, from a conventional anchor with a multi-part tension member.
  • the multi-part tension member 3 is divided into two parts. A part of the tension member 3 formed by strands or wires is anchored in the anchor body 5; the other part runs freely through the armature body 5.
  • tensioning the compression anchor according to the invention which differs in nothing from tensioning known anchors with multi-part tension members, act on the in the anchor body 5, z. B.
  • the anchor body 5 can e.g. be formed as a butt construction for reasons of transport, so that it is possible to easily connect the composite members 6, 7 '' which are subjected to tensile stress at the end on the construction site.
  • the previously described grouting anchor can also be used as a grouting pile.

Landscapes

  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Piles And Underground Anchors (AREA)
EP92101980A 1991-02-09 1992-02-06 Tirant d'ancrage et pieu préconstraints Withdrawn EP0499144A1 (fr)

Applications Claiming Priority (4)

Application Number Priority Date Filing Date Title
DE4104027 1991-02-09
DE4104027 1991-02-09
DE19914123013 DE4123013A1 (de) 1991-02-09 1991-07-11 Verpressanker und verpresspfahl
DE4123013 1991-07-11

Publications (1)

Publication Number Publication Date
EP0499144A1 true EP0499144A1 (fr) 1992-08-19

Family

ID=25900907

Family Applications (1)

Application Number Title Priority Date Filing Date
EP92101980A Withdrawn EP0499144A1 (fr) 1991-02-09 1992-02-06 Tirant d'ancrage et pieu préconstraints

Country Status (2)

Country Link
EP (1) EP0499144A1 (fr)
DE (1) DE4123013A1 (fr)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2013160103A3 (fr) * 2012-04-23 2014-05-15 Hilti Aktiengesellschaft Tirant d'ancrage à câble toronné
DE102014101914B3 (de) * 2014-02-14 2015-06-25 Huesker Synthetic Gmbh Schlauch aus geotextilem Material und Verfahren zur Stabilisierung des Untergrundes und Verfahren zum Einbringen eines Verpressankers

Families Citing this family (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE19511516C1 (de) * 1995-03-29 1996-09-12 Daimler Benz Ag Hybridantrieb und Betriebsverfahren hierfür
DE102009029892A1 (de) * 2008-11-01 2011-09-15 Reinhard Klöckner Vorrichtung zur Einleitung von Zugkräften in den Untergrund beispielsweise für Abspannseile von Fangnetzen für die Steinschlag- und Lawinensicherung sowie Verfahren zur Herstellung und Dimensionierung dieser Vorrichtung
CN106958450B (zh) * 2017-05-17 2024-02-06 洛阳理工学院 一种用于加固软弱围岩的钢丝束锚杆及其施工方法
CN109235490B (zh) * 2018-11-16 2024-05-03 青岛业高建设工程有限公司 挡土墙及其施工方法
CN113152454A (zh) * 2021-04-07 2021-07-23 华电云南发电有限公司以礼河发电厂 外套波纹管的有粘结预应力锚索施工方法

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CH476170A (de) * 1967-12-04 1969-07-31 Stump Bohr Ag In Erdreich oder Fels einzubauender Zuganker
DE1609699A1 (de) * 1966-04-29 1970-04-30 Kulessa Dipl Ing Gerhard Verfahren und Vorrichtungen zur Einleitung von konzentrierten Kraeften in Bauteile aus Beton oder aehnlichen Baustoffen
DE2627524A1 (de) * 1975-06-20 1976-12-23 Nitto Techno Group Kk Erdanker und verfahren zur herstellung desselben
DE3425941A1 (de) * 1984-07-13 1986-01-23 Stump Bohr Gmbh, 8045 Ismaning Erdanker und erdpfahl

Family Cites Families (13)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3438212A (en) * 1965-05-03 1969-04-15 Lee A Turzillo Apparatus for installing anchoring or supporting columns in situ
AT284015B (de) * 1965-11-03 1970-08-25 Rella & Co Bauges Erdanker und Verfahren zu seiner Herstellung
AT316437B (de) * 1970-06-12 1974-07-10 Rella & Co Bauges Erdanker
DE2353652C2 (de) * 1973-10-26 1983-03-24 Karl Bauer Spezialtiefbau GmbH & Co KG, 8898 Schrobenhausen Ausbaubarer Verpreßanker mit verlorenem Ankerkörper
DE2449289C3 (de) * 1974-10-16 1981-10-15 Stump Bohr Gmbh, 8045 Ismaning Verpreßanker
JPS534326B2 (fr) * 1975-01-09 1978-02-16
DE2606095B1 (de) * 1976-02-16 1976-12-02 Dyckerhoff & Widmann Ag Ausbaubarer verpressanker mit zerstoerbarem ankerkoerper
DE2827314A1 (de) * 1978-06-22 1980-01-10 Bayer Ag Spannbarer erd- und felsanker
SU870733A1 (ru) * 1979-09-04 1981-10-07 Пермский Государственный Проектно-Конструкторский И Экспериментальный Институт Горного Машиностроения "Пермгипрогормаш" Анкер дл креплени горных выработок
US4557631A (en) * 1983-08-29 1985-12-10 Donan Jr David C Off-center rock bolt anchor and method
DE3414345A1 (de) * 1984-04-16 1985-10-17 Suspa Spannbeton GmbH, 4018 Langenfeld Vorrichtung zum halten mehrerer zugglieder eines erdankers, insbesondere eines verpressankers
SU1247550A1 (ru) * 1985-02-25 1986-07-30 Крымский Филиал Республиканского Проектного Института "Укржилремпроект" Распорный анкер дл креплени горных выработок
SU1344909A1 (ru) * 1985-10-05 1987-10-15 А.И.Васильев, В.А.Лапин и А.А.Васильев Анкер

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE1609699A1 (de) * 1966-04-29 1970-04-30 Kulessa Dipl Ing Gerhard Verfahren und Vorrichtungen zur Einleitung von konzentrierten Kraeften in Bauteile aus Beton oder aehnlichen Baustoffen
CH476170A (de) * 1967-12-04 1969-07-31 Stump Bohr Ag In Erdreich oder Fels einzubauender Zuganker
DE2627524A1 (de) * 1975-06-20 1976-12-23 Nitto Techno Group Kk Erdanker und verfahren zur herstellung desselben
DE3425941A1 (de) * 1984-07-13 1986-01-23 Stump Bohr Gmbh, 8045 Ismaning Erdanker und erdpfahl

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2013160103A3 (fr) * 2012-04-23 2014-05-15 Hilti Aktiengesellschaft Tirant d'ancrage à câble toronné
DE102014101914B3 (de) * 2014-02-14 2015-06-25 Huesker Synthetic Gmbh Schlauch aus geotextilem Material und Verfahren zur Stabilisierung des Untergrundes und Verfahren zum Einbringen eines Verpressankers
EP2907923A1 (fr) 2014-02-14 2015-08-19 Huesker Synthetic GmbH Tuyau en matériau géotextile et procédé de stabilisation du sous-sol

Also Published As

Publication number Publication date
DE4123013A1 (de) 1992-08-13

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