EP0189443B1 - Verpressanker und verpresspfahl - Google Patents

Verpressanker und verpresspfahl Download PDF

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Publication number
EP0189443B1
EP0189443B1 EP85903227A EP85903227A EP0189443B1 EP 0189443 B1 EP0189443 B1 EP 0189443B1 EP 85903227 A EP85903227 A EP 85903227A EP 85903227 A EP85903227 A EP 85903227A EP 0189443 B1 EP0189443 B1 EP 0189443B1
Authority
EP
European Patent Office
Prior art keywords
anchor
prestressed
tension member
pile
tension members
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
Application number
EP85903227A
Other languages
German (de)
English (en)
French (fr)
Other versions
EP0189443A1 (de
Inventor
Ernst Reichert
Karl SCHÜTT
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.)
Cessione stahlwerk Annahuette Max Aicher & Co GmbH
Original Assignee
Stump Bohr 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 Stump Bohr GmbH filed Critical Stump Bohr GmbH
Priority to AT85903227T priority Critical patent/ATE39009T1/de
Publication of EP0189443A1 publication Critical patent/EP0189443A1/de
Application granted granted Critical
Publication of EP0189443B1 publication Critical patent/EP0189443B1/de
Expired 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
    • E02D5/80—Ground anchors
    • 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
    • E02D5/62—Compacting the soil at the footing or in or along a casing by forcing cement or like material through tubes
    • 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
    • E02D5/24—Prefabricated piles
    • E02D5/28—Prefabricated piles made of steel or other metals
    • E02D5/285—Prefabricated piles made of steel or other metals tubular, e.g. prefabricated from sheet pile elements
    • 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
    • E02D5/52—Piles composed of separable parts, e.g. telescopic tubes ; Piles composed of segments
    • E02D5/523—Piles composed of separable parts, e.g. telescopic tubes ; Piles composed of segments composed of segments
    • 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
    • E02D5/80—Ground anchors
    • E02D5/808—Ground anchors anchored by using exclusively a bonding material

Definitions

  • the invention relates to a compression anchor and a compression pile with the features of the preambles of claims 1 or 12.
  • Type A compression anchors transmit the shear stresses from the tension member directly to the compression body.
  • Type B grout anchors transmit the anchor force to the grout via a pressure element.
  • the type A compression anchor has the disadvantage that the shear stress between the compression body and the soil has a stress peak at the air-side end of the compression body and then decreases towards the end at the base of the anchor hole.
  • the shear stress is distributed triangularly with the maximum at the air-side end of the anchoring length and approaches zero towards the end of the anchoring length at the base of the anchor hole.
  • a disadvantage of both types of anchors is that the shear stress for each type of anchoring anchor is distributed very unevenly over the anchoring length, so that they cannot transmit the maximum possible forces.
  • a prestressable compression anchor which has an inner, rod-shaped tension member and an outer, tubular tension member.
  • the two tension members are connected to each other at their ends facing the bottom of the borehole.
  • the opposite ends are connected with tensioners.
  • the end of the outer tension member facing the bottom of the borehole is surrounded by a compression body which extends over an anchoring section.
  • a disadvantage of the known anchor is that the tensioning device for bracing the inner tension member is supported on the outer end of the tubular tension member. When prestressing the inner tension member, no forces are introduced into the ground. It is only an internal state of tension. If the outer tension member is tensioned by means of the tensioning device supported on the foundation, forces are entered into the foundation. The maximum of the bond stress is at the beginning of the pressing section and approaches zero at the end of the pressing section.
  • This known anchor thus behaves like an anchor type A.
  • the invention has for its object to provide anchors and piles whose absorbable forces are considerably increased, for which purpose the shear forces to be transmitted from the pressing body to the ground are more evenly distributed over the anchoring length.
  • the invention offers the advantage that the grouting anchors or grouting piles formed thereafter allow higher anchoring or pile forces. Thus, for the same forces to be transmitted, the manufacture of the grouting anchors or grouting piles becomes cheaper.
  • the known compression anchor of type A shown in Fig. 1 has an anchor tension member 1, z. B. in the form of a prestressing steel.
  • This anchor tension member 1 which is introduced into an anchor hole (not shown in more detail), is encased with hardening building material by pressing over the force input length l o .
  • the hardening building material preferably cement, has a direct bond with the anchor tension member 1.
  • the anchor tension member 1 is tensioned in the arrow direction against an abutment 3 by a tensioning press, not shown.
  • a shear stress occurs in the grout 2 / soil joint, the schematic diagram 4 of which is a very rough approximation of a triangular shape.
  • the maximum of the shear stress occurs at the air-side end of the compression body 2 and then runs towards zero towards the earth-side end. If the shear stress that can be absorbed is exceeded, the shear stress triangle slides into the dashed position towards the end of the grouting body. It is not possible to increase the absorbable force at will by any lengthening of the compression body 2. With very long grout lengths, the shear stress at the bottom end of the grout is only low or zero.
  • the known compression anchor of type A shown schematically in FIG. 2, in turn has an anchor tension member 1 in the form of a prestressing steel.
  • This anchor tension member 1 is provided with a cladding tube 3 (short piece indicated by dashed lines), which thus keeps the anchor tension member 1 free from a direct connection with the compression body 2.
  • the anchor tension member 1 is connected to an anchor foot 6.
  • This is connected to a pressure member 1 ", usually in the form of a tube, which concentrically surrounds the anchor pulling member 1.
  • the anchor pulling member 1 is in turn tensioned in the direction of the arrow against an abutment 3 by a tensioning press, not shown a very rough approximation is a triangular course of the shear stress diagram 4 ', but this has its maximum at the bottom end of the compression body 2.
  • the compression anchor according to the invention, shown schematically in FIG. 3, has an anchor tension member 1 and at least one additional tension member 1 ', which are connected indirectly or directly to the anchor foot 6 at the bottom end.
  • the anchor tension member 1 is provided according to the compression anchor type B according to FIG. 2 over its entire length with a cladding tube 5, so that there is no bond with the compression body 2.
  • the additional tension member 1 ' is preferably profiled or ribbed in the compression body area and in direct connection with the compression body 2. It is also directly or indirectly connected to the anchor foot 6.
  • the anchor tension member 1 can be formed by a single prestressing steel which is provided with the cladding tube 5.
  • the tension member 1 ' is formed by individual rods and / or strands which are arranged concentrically to the anchor tension member 1.
  • the central anchor tension member 1 can also consist of several, here three individual rods or strands, which in turn are surrounded by a common cladding tube 5.
  • 2 additional steels 8 are inserted between the tension members 1 'in the area of the compression body, which are also directly or indirectly connected to the anchor foot 6 at their bottom end, but the other ends of which free end at the air-side end of the compression body 2. These allowance steels 8 together with the ends 11 of the tension members 1 'form a pressure member.
  • the formation of a compression anchor in the area of the compression body 2 can be seen more clearly from FIG. 7 a.
  • the anchor tension member 1 in shape a steel rod is e.g. B. screwed to the anchor base 6. It is from the cladding tube 5 in the form of z. B. surrounded by a plastic tube.
  • This cladding tube 5 extends over the entire length of the anchor tension member 1 to the anchor foot 6.
  • this cladding tube 5 can consist entirely or for a certain distance of steel in order to better counteract a buckling of the tension members 1 'towards the inside.
  • the cladding tube 5 can additionally have a profile on the outside and thus also take on a pressure tube function.
  • the anchor base 6 has an annular shoulder 9 on the circumference.
  • the hardening building material which is also pressed into the annular space 10, connects the anchor foot 6 and ends 11 of the tension members 1 'to one another.
  • the ring shoulder 9 prevents the building material from creeping away and absorbs splitting tensile forces. With a corresponding extension and profiling of the annular shoulder 9 on the outside, this can additionally take over a pressure tube function and partially relieve the tension members 1 'in the form of bars or strands which are subjected to pressure in their end section.
  • the anchor base 6 is provided with cylindrical pocket recesses 13 distributed around the circumference, which have the same distance from one another. The bottom ends of the tension members 1 'are plugged in by these pocket recesses 13.
  • the anchor base 6 is replaced by a head 15 of the ends 14 of the rods or strands forming the anchor tension member 1, caused by upsetting.
  • the resulting head 15 transmits the tensile force via the hardened building material of the compression body 2 to the ends of the tension members 1 '.
  • the previous anchor base 6 is thus formed from head 15, compression body 2 and steel tube piece 16.
  • the steel tube piece 16 can have both inside and outside profiles.
  • the compression anchors according to FIGS. 3 to 9 can additionally be surrounded over the length of the compression body 2 by a plastic finned tube, not shown, which serves as additional corrosion protection for permanent compression anchors.
  • the injection pile shown in Fig. 10 has a tube 20; this can also consist of individual pieces that are pushed through sleeves.
  • An end cap 21, for example welded on, is located on the tube 20, on which the pressure member 20 'stands.
  • the tube 20 and the pressure member 20 'z. B. loaded on a pile head body 22 from a foundation indicated by arrows.
  • the pile head body 22 is connected to the pressure member 20 ', for example by a thread, by means of which the pile head body 22 can also be adjusted to the exact desired height.
  • a compressible or squeezable mass 23 first separates the end face of the tube 20 from the end face of the ring flange of the pile head body 22.
  • the mass 23 is an element for maintaining a distance and at the same time has a sealing function against penetrating cement.
  • the height of the mass 23 takes into account the various elastic upsets which result from the different effective lengths of the tube 20 and the pressure member 20 '. Only after the elastic differential length has been consumed, which is greater in the steel pressure member 20 'than in the steel tube 20, should the two end faces be given full force thrust.
  • the pipe 20 can be equipped with composite ribs 24.
  • the grouting pile shown in Fig. 11 has a modified pile head construction.
  • the grouting pile is loaded by a foundation, which transfers the load to a tubular pile head body 30 by means of shear stresses, which are indicated by arrows.
  • This pile head body 30 is connected to the pressure member 20 ', for example by a thread.
  • a compressible or squeezable mass 23 is in turn switched on as a preliminary separating element and the screw construction also permits the exact height adjustment here.
  • the normal stress curve 31 in the pile head body 30 resulting from the construction is also interesting.
  • the tensile region (+) results in a transverse contraction
  • the compressive region (-) results in a transverse expansion.
  • a transverse stretch increases the shear stress that can be absorbed, a transverse contraction diminishes them. This can be counteracted by slight variation in the force components of the tube 20 and the pressure member 20 '.
  • the absorbable shear stress is optimized by transverse expansion, which can be advantageous for foundations that have appropriate reinforcement.

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)
  • Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
  • Joining Of Building Structures In Genera (AREA)
EP85903227A 1984-07-13 1985-07-12 Verpressanker und verpresspfahl Expired EP0189443B1 (de)

Priority Applications (1)

Application Number Priority Date Filing Date Title
AT85903227T ATE39009T1 (de) 1984-07-13 1985-07-12 Verpressanker und verpresspfahl.

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
DE19843425941 DE3425941A1 (de) 1984-07-13 1984-07-13 Erdanker und erdpfahl
DE3425941 1984-07-13

Publications (2)

Publication Number Publication Date
EP0189443A1 EP0189443A1 (de) 1986-08-06
EP0189443B1 true EP0189443B1 (de) 1988-11-30

Family

ID=6240616

Family Applications (1)

Application Number Title Priority Date Filing Date
EP85903227A Expired EP0189443B1 (de) 1984-07-13 1985-07-12 Verpressanker und verpresspfahl

Country Status (9)

Country Link
US (1) US4715745A (pt)
EP (1) EP0189443B1 (pt)
JP (1) JPS61502970A (pt)
KR (1) KR930008634B1 (pt)
AT (1) ATE39009T1 (pt)
AU (1) AU4633885A (pt)
BR (1) BR8506826A (pt)
DE (1) DE3425941A1 (pt)
WO (1) WO1986000655A1 (pt)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE4123013A1 (de) * 1991-02-09 1992-08-13 Ernst Dipl Ing Reichert Verpressanker und verpresspfahl

Families Citing this family (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB2223518B (en) * 1988-08-25 1993-01-13 Gkn Colcrete Limited Ground anchorage
US5234288A (en) * 1990-06-29 1993-08-10 State Paving Corporation Integrated column and pile
GB2356884B (en) * 1999-12-03 2001-11-07 Keller Ltd Slope stabilising means
KR100852509B1 (ko) * 2007-09-17 2008-08-18 주식회사 진성산업개발 소일 네일링용 보강재
KR100870899B1 (ko) * 2008-07-08 2008-11-28 박성언 압축지압형 그라운드 앵커
EP3336258B1 (de) * 2016-12-16 2022-03-09 Stahlton AG Endverankerung für einen boden- und/oder felsanker
CN109208616B (zh) * 2018-10-15 2020-05-12 兰州理工大学 带有遮阳挡土箱的通风冷却框架锚杆结构及施工方法
EP3943665A3 (de) 2020-07-24 2022-04-20 Herchenbach Industrial Buildings GmbH Erdnagel
DE202021000006U1 (de) 2021-01-03 2022-04-05 Herchenbach Industrial Buildings GmbH Erdnagel für ein lndustriezelt

Family Cites Families (30)

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US2555951A (en) * 1947-01-09 1951-06-05 Allard Pierre Jean Ma Theodore Method for constructing piles or piers for foundations
CH300486A (de) * 1952-02-05 1954-08-15 Birkenmaier Max Verfahren zur Herstellung von Stahldrahtankern und nach diesem Verfahren hergestellter Stahldrahtanker.
US3226933A (en) * 1961-03-20 1966-01-04 Spencer White And Prentis Inc Sheeting wall system and method of constructing same
US3309878A (en) * 1964-09-03 1967-03-21 Tech Inc Const Method of forming piles
US3438212A (en) * 1965-05-03 1969-04-15 Lee A Turzillo Apparatus for installing anchoring or supporting columns in situ
FR1443392A (fr) * 1965-05-14 1966-06-24 Sondages Injections Forages So Procédé et dispositif pour l'ancrage de tirants en terrains meubles et tirants ainsi réalisés
DE1609722B1 (de) * 1966-12-07 1971-06-24 Leonhardt Fritz Prof Dr Ing Vergussmasse fuer die Verankerung von Zuggliedern und Verfahren zum Einbringen
DE1634554A1 (de) * 1967-10-27 1970-08-06 Roehnisch Dr Ing Arthur Injektionszuganker
DE1904371C3 (de) * 1969-01-29 1974-03-21 Stump Bohr Gmbh, 8000 Muenchen Verfahren zum Herstellen eines Verpreßankers und Umhüllung zum Durchführen des Verfahrens
DE1908951A1 (de) * 1969-02-22 1970-09-03 Gruen & Bilfinger Ag Erdanker
DE2003855C3 (de) * 1970-01-28 1975-09-18 Leonhard Moll Kg, 8000 Muenchen Verpreßanker zum Verankern von Bauwerksteilen im Baugrund
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DE2147051A1 (de) * 1971-09-21 1973-04-05 Dyckerhoff & Widmann Ag Verfahren zum herstellen eines druckpfahles im boden
US3851485A (en) * 1972-04-14 1974-12-03 J Steding Method and apparatus for installing concrete piles
US3851483A (en) * 1972-12-12 1974-12-03 M Holley Sleeved-pile structure
CH558453A (en) * 1973-02-13 1975-01-31 Ground anchor for tension members - has compressive force transmitting components within enclosing material
DE2315657B2 (de) * 1973-03-29 1975-02-13 Brueckner Grundbau Gmbh, 4300 Essen Ankerpfahl zum Einleiten von Zug - oder Druckkräften aus Bauwerken od.dgl. in tragfähigen Baugrund
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IT1078510B (it) * 1975-11-11 1985-05-08 F Soc An Fondedile Spa Ora Fon Palo di fondazione per sforzi alternati di compressione e trazione
CH608059A5 (pt) * 1976-02-09 1978-12-15 Bureau Bbr Ltd
DE2606095B1 (de) * 1976-02-16 1976-12-02 Dyckerhoff & Widmann Ag Ausbaubarer verpressanker mit zerstoerbarem ankerkoerper
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JPS53101805A (en) * 1977-02-17 1978-09-05 Isamu Ikeda Method of removing anchor
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FR2397492A1 (fr) * 1977-07-13 1979-02-09 Soletanche Dispositif d'ancrage dans le sol au moyen d'une armature ou tirant isolee du sol

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE4123013A1 (de) * 1991-02-09 1992-08-13 Ernst Dipl Ing Reichert Verpressanker und verpresspfahl

Also Published As

Publication number Publication date
JPH0417250B2 (pt) 1992-03-25
DE3425941A1 (de) 1986-01-23
JPS61502970A (ja) 1986-12-18
KR930008634B1 (ko) 1993-09-11
DE3425941C2 (pt) 1987-10-01
ATE39009T1 (de) 1988-12-15
AU4633885A (en) 1986-02-10
BR8506826A (pt) 1986-11-25
US4715745A (en) 1987-12-29
KR860700277A (ko) 1986-08-01
EP0189443A1 (de) 1986-08-06
WO1986000655A1 (en) 1986-01-30

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