EP0363952A2 - Procédé et dispositif pour la fondation de constructions et ouvrages similaires - Google Patents

Procédé et dispositif pour la fondation de constructions et ouvrages similaires Download PDF

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Publication number
EP0363952A2
EP0363952A2 EP89118971A EP89118971A EP0363952A2 EP 0363952 A2 EP0363952 A2 EP 0363952A2 EP 89118971 A EP89118971 A EP 89118971A EP 89118971 A EP89118971 A EP 89118971A EP 0363952 A2 EP0363952 A2 EP 0363952A2
Authority
EP
European Patent Office
Prior art keywords
piles
pile
individual
cross
section
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Withdrawn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
EP89118971A
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German (de)
English (en)
Other versions
EP0363952A3 (fr
Inventor
Manfred Dipl.-Ing. Rauer
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.)
Bpi Buero fur Planung und Ingenieurtechnik GmbH
Original Assignee
Bpi Buero fur Planung und Ingenieurtechnik GmbH
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Publication date
Application filed by Bpi Buero fur Planung und Ingenieurtechnik GmbH filed Critical Bpi Buero fur Planung und Ingenieurtechnik GmbH
Publication of EP0363952A2 publication Critical patent/EP0363952A2/fr
Publication of EP0363952A3 publication Critical patent/EP0363952A3/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Withdrawn legal-status Critical Current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
    • E02D27/00—Foundations as substructures
    • E02D27/28—Stressing the soil or the foundation structure while forming foundations

Definitions

  • the present invention relates to a device for the foundation of structures and the like, according to the preamble of claim 1, and a method for producing such foundations.
  • Pile foundations are usually made either by drilling a suitable number of holes in the ground and filling them with concrete, or by using prefabricated piles, e.g. B. using a ram, are introduced into the ground.
  • the present invention is therefore based on the object of creating a foundation device, in particular for floating foundations, which has an increased vertical load-bearing capacity compared to the known foundations.
  • the solution according to the invention means a completely new way of increasing the load-bearing capacity of pile foundations.
  • the frictional force that prevents displacement of a first surface from a second surface is substantially proportional to the pressing force of the two surfaces, i. H. that is, the prevailing normal force or normal pressure.
  • this normal pressure is exerted by the surrounding earth and is not influenced by the foundation device itself.
  • the solution according to the invention now makes it possible to change this normal force and thereby significantly increase the frictional force of the pile in the ground. This enables a significant change in the vertical load-bearing capacity of the foundation device to be achieved.
  • the foundation device consists of two or more individual piles. These two or more individual piles are combined into a pile bundle, the individual piles being arranged immediately adjacent to one another in the ground.
  • the piles are tensioned, whereby, due to the corresponding arrangement of the tensioning channels, at least the longitudinal axis of a pile of the pile of piles is deformed with respect to the previous axial direction.
  • the tensioning channel is arranged in such a way that the deformation of the pile is essentially outward, ie. H. in other words, away from the other post or from the other posts.
  • This deformation changes the overall cross-section of the pile of piles, at the same time creating a cavity between the individual piles. As a result of this deformation, strong forces are exerted on the surrounding earth, which increases the frictional force with which the pile is held in the ground.
  • the cavities formed in the floor during the deformation are pressed with concrete or the like. This ensures that the bracing is durable.
  • the foundation device can be produced from two individual piles.
  • a round cross-section can be used.
  • Such a design can e.g. B. have a semicircular, triangular or quadrangular cross-section. The piles are then sunk into the ground or manufactured in the ground so that the corresponding surfaces touch.
  • the foundation device has three piles. These piles can also be round, but a triangular or a square or a diamond-shaped structure is preferred.
  • the foundation device according to the invention can also have pile bundles which consist of more than three piles. It should also be pointed out that not all piles of a pile bundle need to be provided with a tensioning channel. So it is possible that, for. B. only one of the piles of the pile bundle has a tensioning channel, with which this then a pile compared to the second pile in a double pile arrangement, or the other piles. In the interest of a uniform load on all piles and a particularly high vertical load-bearing capacity, it will be preferred in many applications to provide all individual piles of a pile bundle with a tensioning channel. The deformation of the entire pile bundle can then be controlled in an optimal manner.
  • the individual piles can be both hollow and solid.
  • Prefabricated piles can be used, which are brought to the construction site and then driven in. These piles have the advantage that the bracing also serves to absorb the clamping forces required during transport and ramming, as is the case, for. B. is described in DE-AS 11 44 653. All known methods can be used for the introduction of the piles. B. ramming or shaking with a rinse aid, etc.
  • Either a cased bore or an uncased bore can be used to manufacture the piles on site.
  • the longitudinal Deformation of the individual piles controlled so that the largest change in cross-section, ie the largest cross-section occurs approximately in the middle of the piles (seen in the longitudinal direction).
  • This embodiment is particularly preferred when working with a base plate.
  • bracing provides that the largest cross section of the pile bundle is formed at the lower end of the pile bundle, which is introduced into the ground. In this embodiment, no base plate is usually used.
  • bracing is also possible, this form depending on a corresponding coordination of the individual pile cross sections, the position of the individual piles with respect to one another, the position and the number of tensioning channels per individual pile and the tensioning devices.
  • Figures 1, 2 and 3 show a first embodiment of the foundation device according to the invention, wherein Figures 1 and 2 show a pile bundle of the device in the unstressed and Figure 3 shows the pile bundle in the tensioned state.
  • the pile bundle of the foundation device consists of three piles 1, 2 and 3, which have a diamond-shaped cross section.
  • the cross-section of the piles is selected so that when the piles are assembled into a pile, a uniform hexagon is obtained.
  • the piles each have a common contact surface 4, 5 and 6, which means that each individual pole can be supported on the two other piles over two surfaces.
  • Each pile bundle of the foundation device shown also has a base plate 10 and a cover plate 16.
  • the base plate 10 consists of an essentially hexagonal plate which has a raised edge 11. On this raised edge 11, a shoulder 12 is arranged, on which the individual piles of the pile bundle are supported.
  • the bottom plate 12 also has a passage 13 which receives a flushing pipe 14 which is led out laterally from the pile bundle at point 15 and through which flushing liquid can be introduced into the ground for shaking the pile bundle and the bottom plate.
  • Each of the individual piles 1, 2 and 3 has a tensioning channel 20, 21 and 22 in which a prestressing steel 23, 24, 25 is arranged is. Below each individual pile there is a clamping head 30 which is firmly connected to the prestressing steel 23. In the same way there are also corresponding clamping heads under the piles 2 and 3, which are firmly connected to the prestressing steels 24 and 25.
  • the cover plate 16 has a base plate 32 and a peripheral edge 33. The peripheral edge 33 enables the individual piles to be supported in the horizontal direction on the cover plate.
  • the cover plate has recesses 35 in which the end of a compression tube 36 is received. Furthermore, the cover plate has cutouts 37, which each receive the end of the clamping point 23, 24 and 25.
  • each pile of stakes is sunk and then the pile head cover is removed.
  • the individual prestressing steels are then prestressed, as a result of which the individual piles bend in the direction of their outward edge, as is shown in FIG. 3. Since each of these individual piles is supported on two guide surfaces that are inclined at an angle to one another, each pile has a guide that ensures the course of the bending line of the pile in a simple manner.
  • a filling tube is inserted into the perforated tube 41 and the cavity created by the tensioning is filled.
  • a cementite-concrete-sand-water suspension is preferably used as the filling material. This suspension is preferably composed such that it is approximately the same Stiffness and strength like the floor that surrounds the pile bundle.
  • a cement slurry is then poured through one of the compression pipes 36, which protects the clamping heads of the individual prestressing steels in the cavity of the base plate 10 against corrosion.
  • the grouting pipes in the other two piles serve as ventilation.
  • FIG. 4 shows another embodiment of the present invention.
  • 3 piles are also used here, but these piles have been placed in the ground without a common base plate.
  • the tensioning channels are located on the outward-facing side of the cross-section of the individual piles. It is thereby achieved that the largest cross-section created during the bracing does not lie in the central region of the longitudinal axis of the piles, as in the exemplary embodiment according to FIGS. 1 to 3, but that this maximum cross-section occurs on the lowest side of the piles. Due to the laws that are known from the doctrine of the bending of the beams, an outward deformation of the piles can be achieved, which is greater with the same clamping force than the deformation in the exemplary embodiment according to FIGS. 1-3 created increased area on which the pile bundle can be supported, furthermore an increased pressure force is achieved to increase the frictional force.
  • FIG. 5 shows a pile bundle 50 which is composed of two semicircular individual piles 51 and 52. Both piles are supported on one another at the common contact surface 53.
  • a rectangular or triangular configuration of two individual piles can of course also be put together to form a pile of piles.
  • FIG. 6 shows a pile bundle 55 with a circular one Cross section, which is composed of three individual piles 56, 57 and 58.
  • the individual piles are at an angle of 1200 to each other.
  • FIG. 7 shows a pile bundle 60 which consists of four individual piles 61, 62, 63 and 64.
  • the individual piles in this embodiment have a circular cross section.
  • FIG. 8 shows another exemplary embodiment of a pile bundle composed of four individual piles.
  • the pile bundle 65 with a rectangular cross section consists of the individual piles 66, 67, 68 and 69.
  • pile bundles which consist of two, three, four or more individual piles. It is essential in any case that at least one of the piles has a tensioning channel with a prestressing steel which can be tensioned in such a way that an outward change in cross-section of the pile of poles results.

Landscapes

  • Engineering & Computer Science (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)
  • Structural Engineering (AREA)
  • Piles And Underground Anchors (AREA)
  • Foundations (AREA)
EP19890118971 1988-10-14 1989-10-12 Procédé et dispositif pour la fondation de constructions et ouvrages similaires Withdrawn EP0363952A3 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
DE3835109 1988-10-14
DE19883835109 DE3835109A1 (de) 1988-10-14 1988-10-14 Vorrichtung und verfahren zur gruendung von bauwerken und dergleichen

Publications (2)

Publication Number Publication Date
EP0363952A2 true EP0363952A2 (fr) 1990-04-18
EP0363952A3 EP0363952A3 (fr) 1991-04-17

Family

ID=6365166

Family Applications (1)

Application Number Title Priority Date Filing Date
EP19890118971 Withdrawn EP0363952A3 (fr) 1988-10-14 1989-10-12 Procédé et dispositif pour la fondation de constructions et ouvrages similaires

Country Status (2)

Country Link
EP (1) EP0363952A3 (fr)
DE (1) DE3835109A1 (fr)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2007048071A1 (fr) 2005-10-21 2007-04-26 Loadtest, Inc. Procede et appareil permettant d'augmenter la force necessaire pour deplacer un pieu axially

Family Cites Families (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE1141956B (de) * 1950-06-17 1962-12-27 Hans Lorenz Dr Ing Verfahren zum Vorspannen des Bodens, vornehmlich in horizontaler Richtung
FR1028862A (fr) * 1950-10-11 1953-05-28 Procédé et dispositif d'exécution de fondations
DE1087984B (de) * 1957-08-07 1960-08-25 Bremische Baustoff Und Spannbe Verfahren zur Herstellung von Spannbetonpfaehlen fuer Landungsanlagen, Pfahlwerke, Fuehrungsdalben od. dgl. und nach dem Verfahren hergestellter Spannbetonpfahl
US3087308A (en) * 1957-08-26 1963-04-30 Raymond Int Inc Method of installing piles for resisting upward soil movements
AT254792B (de) * 1962-05-04 1967-06-12 Albert Dipl Ing Hanzal Verfahren zur Gründung von Bauwerken mittels vorgespannter Grundwerke und Erdkörper
FR1413987A (fr) * 1964-09-01 1965-10-15 Procédé d'immobilisation d'un corps dans le sol
FR1595536A (fr) * 1968-02-26 1970-06-15
DE3246286A1 (de) * 1982-12-14 1984-06-20 Ulrich Dr.Ing. e.h. Dr.Ing. 8000 München Finsterwalder Tiefgruendung fuer bauwerke und verfahren zu deren erstellung

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2007048071A1 (fr) 2005-10-21 2007-04-26 Loadtest, Inc. Procede et appareil permettant d'augmenter la force necessaire pour deplacer un pieu axially
US10309075B2 (en) 2005-10-21 2019-06-04 Loadtest, Inc. Method and apparatus for increasing the force needed to move a pile axially

Also Published As

Publication number Publication date
DE3835109A1 (de) 1990-04-19
EP0363952A3 (fr) 1991-04-17

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