EP2998448B1 - Procédé d'amélioration de la portance de profilés ouverts disposés dans le sol de fondation et système réalisé grâce à ce procédé - Google Patents

Procédé d'amélioration de la portance de profilés ouverts disposés dans le sol de fondation et système réalisé grâce à ce procédé Download PDF

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Publication number
EP2998448B1
EP2998448B1 EP14185746.6A EP14185746A EP2998448B1 EP 2998448 B1 EP2998448 B1 EP 2998448B1 EP 14185746 A EP14185746 A EP 14185746A EP 2998448 B1 EP2998448 B1 EP 2998448B1
Authority
EP
European Patent Office
Prior art keywords
profile
displacement
open
subsoil
open profile
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.)
Not-in-force
Application number
EP14185746.6A
Other languages
German (de)
English (en)
Other versions
EP2998448A1 (fr
Inventor
Jürgen Grabe
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.)
Technische Universitaet Hamburg TUHH
Tutech Innovation GmbH
Original Assignee
Technische Universitaet Hamburg TUHH
Tutech Innovation 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 Technische Universitaet Hamburg TUHH, Tutech Innovation GmbH filed Critical Technische Universitaet Hamburg TUHH
Priority to EP14185746.6A priority Critical patent/EP2998448B1/fr
Priority to PL14185746T priority patent/PL2998448T3/pl
Priority to DK14185746.6T priority patent/DK2998448T3/da
Publication of EP2998448A1 publication Critical patent/EP2998448A1/fr
Application granted granted Critical
Publication of EP2998448B1 publication Critical patent/EP2998448B1/fr
Not-in-force legal-status Critical Current
Anticipated expiration legal-status Critical

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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
    • E02D5/74—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 method for improving the sustainability of set in a ground open profiles. Furthermore, the invention relates to a system of an open profile and an open profile enclosed ground.
  • Open profile means a component with a self-contained, in the longitudinal direction along the profile substantially the same cross-section.
  • the profile is open at the bottom and top.
  • open profiles in addition to circular casings and square tubes, box sections, shafts, caissons and the like can be.
  • open profiles are also I-beams (double-T beams), II beams (double-double-T beams), sheet pile walls or the like, which partly have an incompletely enclosed area between the legs of the profile lying in the ground, as well as in the broadest sense, carrying elements made of textile-coated granules, for example GCC (geotextile coated columns).
  • the displacement means may be a full profile occupying a part of the cross-sectional dimension of the open profile which is inserted into the area of the foundation ground enclosed by the open profile. Due to the solid profile driven into the subsoil, the subsoil is compacted in the area enclosed by the open profile, whereby a significant increase in stress occurs and this, in turn, acts like a closure of the open profile. Accordingly, the carrying capacity of the introduced profile increases.
  • the displacement body is introduced centrally along the profile axis.
  • the open profile is slightly distended by the subsequent bracing of the area enclosed by the open profile of the ground with the profile wall by introducing a displacement body, also carried a voltage increase on the outside of the profile, ie on the contact surface of the profile wall with the outer ground. Due to the increased tension of the contact surface between the profile and the outer subsoil, the skin friction increases correspondingly, which results in a further increased bearing capacity.
  • the skin friction and ballast tension between the outer wall of the open profile and the ground can be mobilized, which increases the lateral and / or axial bearing capacity.
  • the increase is essentially dependent on the graft pressure mobilized by the displacement body and the radial rigidity of the pipe.
  • the profile may be formed weakened by slots or the like.
  • the tension of the profile in the ground when setting the profile is significantly reduced, since the initially loose to medium-density floor is compacted by the vibration of the profile.
  • an introduction process is preferred with less adverse effects on surrounding buildings and with today's environmental protection measures, whereby the tensioning of the profile in the ground is increased by the subsequent execution of the load capacity improvement by introducing the displacement body. This is done by preferably passing centrally through an expansion by the displacement body. The soil is sheared. In the Scherfuge dilated by its volume, which is prevented due to the boundary condition, namely the enclosed profile and leads to considerable tension. This achieves a significant increase in the stress state at the contact surface between the profile and the ground (ground).
  • even less load-bearing soils can optionally be used by the displacement process for load transfer (H, V, M).
  • the tension reached in the ground can be calculated using the easy to be determined during the insertion process parameters.
  • the displacement body is a positive displacement pile tool, the rotationally driven and is adjustable.
  • the soil displacement is performed within the open profile of the type that depending on the control of the drill, so selecting a higher or lower Auflast horrins or At a higher or lower rotational speed of the drill pipe, the load capacity improvement can be improved in a controlled way by compaction of the soil within the open profile introduced in the soil.
  • a plurality of displacement bodies are preferably provided, which are distributed uniformly to one another on the cross section of the enclosed area parallel to one another and to the profile axis.
  • lost pressure sensors on the open profile are provided on the outside and / or inside of the profile wall, which have active connections to an evaluation unit on the ground surface, the currently acting ground tension can be measured when the displacement body is lowered.
  • strain gauges or the like can be used as a cost pressure sensors.
  • the displacer tool has a lost drill bit so that as the displacer tool is pulled to form an opening through which the concrete to be poured flows to form a displacer pile, the displacer tool can be drawn after being dropped within the open profile, with loss of bit and concomitant filling of concrete and thus be virtually replaced by a displacement pile made of concrete.
  • the compaction achieved in the soil and thus increase in stress and plug formation remains essentially preserved, ie the Tensioning is permanently secured by concreting with the FDP pile production.
  • the concrete can be supplied under pressure to avoid unwanted soil relief. This can also be controlled via the pressure profile attached to the open profile even after setting the positive displacement pile.
  • the positive displacement pile tool and corresponding to the concrete displacement pole as solid profile occupies 2% to 20% of the cross-sectional area of the open profile, which is inserted centrally along the profile axis in the open profile of the ground, the soil is replaced by the insertion of the displacement pile in the open Profile enclosed area compacted and braced, making this area virtually forms a plug and accordingly increases the carrying capacity of the profile.
  • the displacement pile has about 5 to 10% of the cross-sectional dimension of the open profile.
  • the profile in its profile wall weakening zones or slots, where a greater expansion of the profile is possible, a greater expansion of the profile is made possible during bracing of the open profile enclosed area of the ground, so that this also with the outside of the profile wall causes a stronger contact with the ground surrounding it, so that here the bedding stress and the skin friction continue to rise. Accordingly, the carrying capacity of the introduced profile can be further increased.
  • Weakening zones are, for example, local areas in the profile wall, which have a significantly lower material thickness or are made of a different, softer material.
  • slots which are preferably aligned substantially parallel profile axes, the expansion of the profile can be significantly facilitated.
  • the weakening zones and / or slits must as little as possible weaken the strength of the profile for introduction into the ground and initiation of the loads.
  • Fig. 1 shows an open profile 1, which is formed with a profile wall 10 in tube form. How out Fig. 1 can be seen, the open profile 1 is introduced vertically for a building foundation in the ground 2 and is for further structural use slightly with his profile head 11 on the ground surface 20 addition.
  • the open profile 1 has been introduced, for example, by vibration in the ground 2.
  • a displacement body 4 in the form of a displacer pile tool 40 is brought down almost to the profile foot 12 of the open profile 1 in the ground 2.
  • the displacement body 4 has been introduced substantially along the profile axis centrally within the open profile 1. This situation is in cross section in Fig. 2 shown.
  • pressure sensors 5 are arranged on the profile wall 10 of the open profile 1.
  • the pressure sensors consist for example of strain gauges, which are connected via an operative connection 51 to an evaluation unit 50 on the bottom surface 20.
  • the soil tension values determined at the evaluation unit 50 are recorded to document the carrying capacity improvement and, in a preferred embodiment of the invention, are used directly for controlling the introduction process, that is to say the ballast and torque to be applied by the drill.
  • the base 2 is strongly compressed in the enclosed area 21, so that the horizontal stresses shown with radially outward-pointing arrows arise which force the floor against the inside of the profile wall 10 of the profile 1. Accordingly, the floor clamped to the profile 1 and forms a kind of closure, so that the set profile 1 in addition to the area the profile foot 12 prevailing vertical ground tension, as in Fig. 1 represented by the parallel arrows, can absorb as a load.
  • the tension along the profile can be selectively applied where a strain or load increase is desired.

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  • 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)
  • Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)

Claims (14)

  1. Procédé pour améliorer la portance de profilés ouverts (1) mis en place dans un sol de fondation (2) comprenant un espace poral et pourvus d'une paroi de profilé (10), avec les étapes suivantes :
    - mise en place du profilé (1) dans le sol de fondation (2) et
    - mise en tension ultérieure de la zone (21) du sol de fondation (2) entourée par le profilé ouvert (1) avec la paroi de profilé (10) par introduction de corps de refoulement (4) dans la zone (21) du sol de fondation (2) entourée par le profilé (1) ouvert,
    le corps de refoulement (4), lors de sa mise en place dans la zone (21) du sol de fondation (2) entourée par le profilé (1) ouvert, occupant une partie de la section transversale du profilé (1) ouvert, caractérisé en ce que le sol est refoulé sur le côté et/ou déplacé par entraînement en rotation du corps de refoulement et par contrôle du rapport de la vitesse d'avancement sur la vitesse de rotation.
  2. Procédé selon la revendication 1, caractérisé en ce que, le long de l'axe du profilé, l'un des corps de refoulement (4) est disposé de manière centrale ou plusieurs corps de refoulement sont répartis uniformément et sont disposés parallèlement les uns aux autres.
  3. Procédé selon la revendication 1 ou 2, caractérisé en ce que, lorsque le corps de refoulement (4) est enfoncé, le couple appliqué et la charge s'exerçant à l'instant à la profondeur de forage sont mesurés et commandés.
  4. Procédé selon l'une des revendications précédentes, caractérisé en ce que le profilé ouvert (1) s'élargit légèrement suite à la mise en tension ultérieure de la zone (21) du sol de fondation (2) entourée par le profilé ouvert (1) avec la paroi de profilé (10) par l'introduction du corps de refoulement (4).
  5. Procédé selon l'une des revendications précédentes, caractérisé en ce que la pression du sol s'exerçant à l'instant à la profondeur de forage est mesurée sur le profilé ouvert (1) lorsque le corps de refoulement (4) est enfoncé et le couple exercé et la charge opérante sont régulés en fonction de cela.
  6. Procédé selon l'une des revendications précédentes, caractérisé en ce qu'à partir du couple utilisé et de la force axiale appliquée à la profondeur de forage considérée, il en est déduit la mise en tension produite à cet endroit.
  7. Procédé selon l'une des revendications précédentes, caractérisé en ce que la mise en place du profilé ouvert (1) est réalisée par vibration ou par ajustement.
  8. Système constitué d'un profilé ouvert (1) et d'un sol de fondation (2) qui comprend un espace poral dans lequel le profilé (1) est mis en place, la zone (21) du sol de fondation (2) entourée par le profilé ouvert (1) étant mise en tension avec la paroi de profilé (10) du profilé (1) par des corps de refoulement (4) introduits, caractérisé en ce que le corps de refoulement (4) est un outil de pieu de refoulement (40) qui peut être entraîné en rotation et réglé.
  9. Système selon la revendication 8, caractérisé en ce que plusieurs corps de refoulement (4) sont prévus, lesquels sont répartis uniformément les uns par rapport aux autres sur la section transversale de la zone (21) entourée, parallèlement les uns aux autres et à l'axe du profilé.
  10. Système selon la revendication 8 ou 9, caractérisé en ce que des capteurs de pression (5) perdus sont prévus sur le profilé ouvert (1) à l'extérieur et/ou à l'intérieur de la paroi du profilé (10), et sont en liaison fonctionnelle (51) avec une unité d'évaluation (50) située sur la surface de sol (20).
  11. Système selon la revendication 8, 9 ou 10, caractérisé en ce que l'outil de pieu de refoulement (40) présente une pointe de forage (42) perdue, de sorte que lors d'une traction sur l'outil de pieu de refoulement (40) il se forme une ouverture par laquelle le béton à verser s'écoule pour former un pieu de refoulement.
  12. Système selon la revendication 11, caractérisé en ce que l'outil de pieu de refoulement (40), et de manière correspondante le pieu de refoulement bétonné, occupe en tant que profilé plein (4) 2 % à 20 % de la superficie de section du profilé ouvert (1), et est inséré le long de l'axe du profilé de manière centrale dans la zone (21) du sol de fondation (2) entourée par le profilé ouvert (1).
  13. Système selon l'une des revendications 8 à 12, caractérisé en ce que l'outil de pieu de refoulement (40) présente sur sa paroi extérieure un pas de vis (41).
  14. Système selon l'une des revendications 8 à 13, caractérisé en ce que le profilé (1) présente dans sa paroi de profilé (10) des zones de fragilité ou des fentes sur lesquelles un élargissement plus important du profilé (1) est possible.
EP14185746.6A 2014-09-22 2014-09-22 Procédé d'amélioration de la portance de profilés ouverts disposés dans le sol de fondation et système réalisé grâce à ce procédé Not-in-force EP2998448B1 (fr)

Priority Applications (3)

Application Number Priority Date Filing Date Title
EP14185746.6A EP2998448B1 (fr) 2014-09-22 2014-09-22 Procédé d'amélioration de la portance de profilés ouverts disposés dans le sol de fondation et système réalisé grâce à ce procédé
PL14185746T PL2998448T3 (pl) 2014-09-22 2014-09-22 Sposób poprawy nośności otwartych profili osadzonych w gruncie budowlanym, a także system oparty na tych profilach
DK14185746.6T DK2998448T3 (da) 2014-09-22 2014-09-22 Fremgangsmåde til bæreevne-forbedring af åbne profiler, der er indsat i byggegrund, såvel som system, der er fremstillet ved anvendelse af samme.

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
EP14185746.6A EP2998448B1 (fr) 2014-09-22 2014-09-22 Procédé d'amélioration de la portance de profilés ouverts disposés dans le sol de fondation et système réalisé grâce à ce procédé

Publications (2)

Publication Number Publication Date
EP2998448A1 EP2998448A1 (fr) 2016-03-23
EP2998448B1 true EP2998448B1 (fr) 2016-11-09

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Application Number Title Priority Date Filing Date
EP14185746.6A Not-in-force EP2998448B1 (fr) 2014-09-22 2014-09-22 Procédé d'amélioration de la portance de profilés ouverts disposés dans le sol de fondation et système réalisé grâce à ce procédé

Country Status (3)

Country Link
EP (1) EP2998448B1 (fr)
DK (1) DK2998448T3 (fr)
PL (1) PL2998448T3 (fr)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE102017121037A1 (de) * 2017-09-12 2019-03-28 Technische Universität Hamburg-Harburg Verfahren zur Tragfähigkeitsverbesserung von im Baugrund gesetzten Profilen sowie Profil dafür

Family Cites Families (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0151389B1 (fr) * 1984-01-11 1990-07-25 Stump Bohr GmbH Méthode et dispositif pour la réalisation d'éléments de construction dans le sol tels que pieux, ancrages injectés, murs souterrains ou similaires
NL8700512A (nl) 1986-10-06 1988-05-02 Ballast Nedam Groep Nv Fundering en werkwijze voor het vervaardigen daarvan.
DK2706148T3 (en) 2012-08-30 2015-01-12 Tutech Innovation Gmbh Method for improving the load-bearing capacity of open profiles inserted in the subfloor and system therefor

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE102017121037A1 (de) * 2017-09-12 2019-03-28 Technische Universität Hamburg-Harburg Verfahren zur Tragfähigkeitsverbesserung von im Baugrund gesetzten Profilen sowie Profil dafür

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Publication number Publication date
DK2998448T3 (da) 2017-02-20
EP2998448A1 (fr) 2016-03-23
PL2998448T3 (pl) 2017-06-30

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