EP0109397B1 - Hohler gründungskörper und verfahren zur herstellung einer gründung - Google Patents

Hohler gründungskörper und verfahren zur herstellung einer gründung Download PDF

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Publication number
EP0109397B1
EP0109397B1 EP83900258A EP83900258A EP0109397B1 EP 0109397 B1 EP0109397 B1 EP 0109397B1 EP 83900258 A EP83900258 A EP 83900258A EP 83900258 A EP83900258 A EP 83900258A EP 0109397 B1 EP0109397 B1 EP 0109397B1
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EP
European Patent Office
Prior art keywords
concrete
water
filter
foundation
pile
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
EP83900258A
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German (de)
English (en)
French (fr)
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EP0109397A1 (de
Inventor
Bernhard Wietek
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Individual
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Individual
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Publication date
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Publication of EP0109397A1 publication Critical patent/EP0109397A1/de
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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
    • E02D5/18—Bulkheads or similar walls made solely of concrete in situ
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D19/00—Keeping dry foundation sites or other areas in the ground
    • E02D19/06—Restraining of underground water
    • E02D19/10—Restraining of underground water by lowering level of ground water
    • 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
    • E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
    • E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil

Definitions

  • the invention relates to a hollow foundation body of substantially constant cross-section, consisting of concrete, which is continued downwards through a water-permeable layer, a filter tube being arranged in the water-permeable layer, from which penetrating water can be removed through a tube guided in the foundation body.
  • the object of the invention is to design a foundation body of the type outlined at the outset, in particular a foundation pile, in such a way that it initially acts in a known manner as a drainage pile, but at the same time is statically effective over its entire length.
  • the water-permeable layer consists of filter concrete, especially in a manner known per se, single-grain concrete.
  • filter blocks were prefabricated from it, which were then laid. If the einkorn material, as described in AT-PS 358 997, was introduced into the groundwater area, care was taken to seal the wall of the borehole on the one hand and to make the einkorn concrete impermeable to the groundwater on the one hand by adding sufficient binding agents.
  • the filter concrete used already has greater compressive strength than natural water-permeable layers or as a gravel casing placed around the filter tube. It is also possible to provide the entire foundation body with continuous reinforcement. As soon as the groundwater level has dropped sufficiently, the filter concrete can also be grouted with a hardening injection material. This had previously been proposed (see AT-PS 168 946) in order to make a filter layer impermeable to water. In connection with the invention, this also leads to the fact that the lower end of the foundation body can absorb pressure forces transmitted from the upper part thereof to an increased extent.
  • the drainage pile shown in FIG. 1 consists of a lower part made of filter concrete 1 and an upper part made of water-impermeable normal concrete 7. It is continuously provided with longitudinal reinforcing bars 2, which are held together by a spiral in the circumferential direction of reinforcing bars. Pipes 6 and 4 run along the axis of the pile surrounded by the soil 8. The pipe surrounded by the filter concrete 1 is designed as a water-permeable filter pipe 4 and is accordingly provided with slots or the like. A base plate 3 with a sump tube 5 welded to it prevents the soil from being washed out below the drainage pile. With 9 a removable rubber packer is indicated, which prevents the penetration of concrete into the interior of the filter tube 4 during the production of the layer of filter concrete 1.
  • the drainage pile shown is produced by first lowering a casing pipe 10 into the ground 8 to below the groundwater level 11 (FIGS. 2a, 2b).
  • the interior of the casing tube 10 is emptied using conventional construction machinery 13.
  • the tube 6 is then introduced (FIG. 2c), which carries the filter tube 4, the sump tube 5 and the base plate 3 at its lower end.
  • Filter concrete 1 is introduced around the reinforcing bars 2, while at the same time the casing tube 10 is pulled up (FIG. 2d).
  • the known filter or single-grain concrete is preferably composed of gravel with a uniform grain size between 2 mm and 32 mm and contains approximately 120 to 200 kg of cement per m 3 of filter concrete. Only a relatively small amount of water is necessary, since the cement particles only need to be attached to the gravel grains. The water necessary for the concrete to set completely is supplemented by the groundwater present when it is introduced underwater. In order to ensure the binding of the cement to the gravel in the event of strong water ingress, commercially available additives can be used which prevent the cement from loosening from the gravel grains. Their proportion is usually between 0.3 and 0.8% by weight.
  • the entire concrete (including single-grain concrete) is, as is currently the case, poured into the corresponding height (depth) of the drainage pile using a concreting pipe.
  • the filter tube 4 can be sealed by a rubber packer 9 while the filter concrete 1 is being introduced, while the filter can during the setting process flushed concrete so that it remains permeable to water.
  • the upper part of the drainage pile is carried out in normal concrete 7 (FIG. 2e).
  • the groundwater level 11 is lowered (FIG. 2f) by pumping up the water that has penetrated through the filter tube 4 from the drainage pile via a pump introduced through the tube 6, or by suctioning it off from above.
  • the filter concrete 1 can be pressed through the filter tube 4 by a cement injection 12 and can thus be made water-impermeable and increasingly pressure-resistant.
  • the construction according to the invention of a foundation pile that can be used for drainage takes into account the differences to which such a component is exposed in its various height ranges: bending stresses are practically limited to the upper part, where the pile is constructed in a conventional manner, while the lower part occurs almost exclusively Pressure loads that can be easily absorbed, in particular by reinforced filter concrete.
  • the lower part of the foundation pile, which is primarily used for drainage, is thus effective in its entire length in that it reduces the peak pressure on the pile base to the permissible level by jacket friction.
  • FIGS. 3a-d The mode of operation of the drainage pile according to the invention during the construction process is illustrated with the aid of FIGS. 3a-d.
  • a series of piles according to FIG. 3a is produced.
  • the excavation pit is then excavated (Fig. 3b).
  • anchoring with anchors 14 as an additional safeguard against the occurring earth pressure is possible.
  • Underwater excavation can be carried out below the groundwater. If this is not desired, it is already possible to lower the groundwater level in sections.
  • the main stress on the pile is the absorption of bending moments caused by earth pressure.
  • the bending moments that occur are absorbed by the existing reinforcement 2.
  • the weakening of the cross-section through the well pipe 6 has only a very slight influence on this load-bearing behavior, since the well pipe 6 is arranged centrally and thus lies in the neutral zone of the bending stress.
  • the invention is not limited to foundation bodies of cylindrical cross-section, that is to say to foundation piles in the narrower sense, rather it is possible to implement the same basic idea with foundation bodies, for example rectangular cross-section, for example with diaphragm walls.
  • FIGS. 4a to c The manufacture of such a drainage wall is shown in FIGS. 4a to c.
  • a shaft is first excavated and the wall thereof is protected by a supporting liquid 18 (for example, concrete suspension) introduced between guide walls 16.
  • a partition 17 is then lowered (FIG. 4b), which is generally perforated, but has a closed component 17 'in the lower region.
  • the further procedure is the same as that described for FIG. 2, with the difference that filter concrete 1 is introduced only on one side of the wall part 17 'and therefore the groundwater is only lowered on this side of the wall.
  • the filter concrete 1 is only effective when the sealing of the adjacent area by the supporting liquid, for example by partial dissolution of the sealing layer, has been removed.

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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)
  • Hydrology & Water Resources (AREA)
  • Environmental & Geological Engineering (AREA)
  • Piles And Underground Anchors (AREA)
  • Graft Or Block Polymers (AREA)
  • Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
  • Moulding By Coating Moulds (AREA)
  • Separation Using Semi-Permeable Membranes (AREA)
  • Bulkheads Adapted To Foundation Construction (AREA)
EP83900258A 1982-05-24 1983-01-07 Hohler gründungskörper und verfahren zur herstellung einer gründung Expired EP0109397B1 (de)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
AT2031/82 1982-05-24
AT0203182A AT374524B (de) 1982-05-24 1982-05-24 Hohler gruendungskoerper

Publications (2)

Publication Number Publication Date
EP0109397A1 EP0109397A1 (de) 1984-05-30
EP0109397B1 true EP0109397B1 (de) 1985-10-02

Family

ID=3526317

Family Applications (1)

Application Number Title Priority Date Filing Date
EP83900258A Expired EP0109397B1 (de) 1982-05-24 1983-01-07 Hohler gründungskörper und verfahren zur herstellung einer gründung

Country Status (7)

Country Link
US (1) US4639168A (it)
EP (1) EP0109397B1 (it)
AT (2) AT374524B (it)
DE (1) DE3360897D1 (it)
ES (1) ES522624A0 (it)
IT (1) IT1201049B (it)
WO (1) WO1983004276A1 (it)

Families Citing this family (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE19526396C2 (de) * 1995-07-19 2000-11-02 Dyckerhoff Ag Baugrubenverbau, Verfahren zu seiner Herstellung sowie Baustoffgemenge dafür
CN101597898B (zh) * 2008-06-05 2010-12-22 梁钰泽 刚性排水桩及施工方法
WO2010105258A1 (en) * 2009-03-13 2010-09-16 University Of Kansas Breakaway casing connection
CN102535490A (zh) * 2012-03-06 2012-07-04 北京交通大学 一种利用钻孔灌注桩进行基坑降水的方法
CN102877477A (zh) * 2012-09-20 2013-01-16 中铁隧道勘测设计院有限公司 一种具有降水井作用的临时立柱结构及其施工方法
JP6315700B2 (ja) * 2014-02-13 2018-04-25 鹿島建設株式会社 地下水制御方法及びシステム
CN105178342B (zh) * 2015-08-10 2017-03-22 中建八局第三建设有限公司 一种降水井井管及其用于封堵基坑预留洞的方法
CN110529042B (zh) * 2019-08-09 2021-09-24 天津建工城市建设发展有限公司 一种降水井的成孔方法

Family Cites Families (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US2622683A (en) * 1947-08-07 1952-12-23 Ranney Method Water Supplies I Apparatus and method for the collection of water
AT168946B (de) * 1949-10-05 1951-09-25 Siemens Schuckertwerke Gmbh Senkkasten, insbesondere zur Herstellung von wasserdichten Herdmauern für Talsperren
US3277962A (en) * 1963-11-29 1966-10-11 Pan American Petroleum Corp Gravel packing method
US3283518A (en) * 1965-04-15 1966-11-08 Norman R Toffolon Soil footing
US3442089A (en) * 1967-01-25 1969-05-06 Alva A Sollay Method for casting concrete foundation
DE1634375C3 (de) * 1967-08-18 1975-04-24 Gruen & Bilfinger Ag, 6800 Mannheim Verfahren zum Herstellen von Sickerschlitzen
US3512365A (en) * 1968-01-19 1970-05-19 Ludwig Muller Method of forming a pile in situ
DE2137417A1 (de) * 1971-07-27 1973-02-08 Gruen & Bilfinger Ag Verlegen von leitungen zum abfuehren von grund- und sickerwasser
AT358997B (de) * 1976-08-31 1980-10-10 Mischek Fertigbau Aktiengesell Verfahren zur herstellung einer schlitzwand
JPS5689620A (en) * 1979-12-19 1981-07-21 Takechi Koumushiyo:Kk Liquidizing preventing structure for liquefaction of foundation ground

Also Published As

Publication number Publication date
EP0109397A1 (de) 1984-05-30
DE3360897D1 (en) 1985-11-07
ATE15919T1 (de) 1985-10-15
AT374524B (de) 1984-05-10
ATA203182A (de) 1983-09-15
ES8404453A1 (es) 1984-05-01
IT1201049B (it) 1989-01-27
US4639168A (en) 1987-01-27
ES522624A0 (es) 1984-05-01
WO1983004276A1 (en) 1983-12-08
IT8367568A0 (it) 1983-05-23

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