EP2009181A1 - Bodenverdichtungsvorrichtung und mit einem technogenen rahmen versehener baugrund - Google Patents

Bodenverdichtungsvorrichtung und mit einem technogenen rahmen versehener baugrund Download PDF

Info

Publication number
EP2009181A1
EP2009181A1 EP06812890A EP06812890A EP2009181A1 EP 2009181 A1 EP2009181 A1 EP 2009181A1 EP 06812890 A EP06812890 A EP 06812890A EP 06812890 A EP06812890 A EP 06812890A EP 2009181 A1 EP2009181 A1 EP 2009181A1
Authority
EP
European Patent Office
Prior art keywords
injectors
soil
compacting device
foundation
cement mortar
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Withdrawn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
EP06812890A
Other languages
German (de)
English (en)
French (fr)
Inventor
Viktor Ivanovich Osipov
Sergei Dmitrievich Filimonov
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 EP2009181A1 publication Critical patent/EP2009181A1/de
Withdrawn legal-status Critical Current

Links

Images

Classifications

    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D35/00—Straightening, lifting, or lowering of foundation structures or of constructions erected on foundations
    • 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 soil compacting device with perforated pipes as injectors for receiving cement mortar and a foundation foundation with artificial structure.
  • This soil foundation and soil compaction equipment is suitable for loose (loose) bound or unbound soil, as well as for landfilled (anthropogenic) soils and flowing slopes.
  • the known devices closest to the invention are those for compacting the bonded disperse soils. These facilities are used to create building and building foundations by supplying the hardening mortar in the form of sand-cement mixture. The mortar is in this case under a pressure of 2 - 10 atm. introduced into the so-called injectors (ejection devices). The injectors are placed at a distance of 2 to 3 m between each other and are formed as perforated pipes. These tubes are laid deeply in the effective zone. This forms a compacted soil foundation ( RU No. 2059044 C1 , E 02D 3/12, 1996).
  • the soil compacting device is designed in the form of injector tubes for pressing in the cement mortar.
  • the injector pipes are arranged at a distance of 2.0 - 4.0 m in the ground mass by or under additional load (ballast body).
  • the additional load is designed as a concrete slab with perforated side surface. It is placed on the disperse soil.
  • the holes of this plate are covered by blind plugs, which in hydraulic soil breaking under a pressure of 3.0 - 20.0 atm. destroyed at the same time.
  • the dummy plugs are designed as a band covering the perforation.
  • the band is arranged spirally or annularly. It is provided with an adhesive layer which is turned to the perforated tube.
  • the blind plugs consist of several band layers, the number of which is determined by the predetermined pressure value during hydraulic soil breaking.
  • the perforated tube is provided with a lower end plug, which is not destroyed under the pressure of hydraulic fracturing.
  • a foundation with artificial skeleton is achieved as follows.
  • the framework is designed using the soil compaction device described above.
  • This framework represents a solid ground, which is carried out under an additional load in the form of a concrete slab.
  • the soil mass is penetrated by injectors in the form of pipes and forms an artificial skeleton of hardened cement mortar, which has penetrated into the cracks after the hydraulic ground breaking.
  • the hardened cement mortar lies around the injectors in the plane of the plane, with mutual penetration into the concentric areas around the adjacent injectors.
  • the soil compaction apparatus includes injectors 1 for injecting the cement mortar in the form of perforated pipes 2.
  • the holes are formed on the side surface of the pipes 2.
  • the holes of the tubes 2 are covered with destructible blind plug 3.
  • the hydraulic soil breaking is carried out at a pressure of 3.0 - 20.0 atm. ensured. This pressure value is determined according to the extended soil categories and the peculiarities of the soil attachment on its slopes. The decrease in pressure does not cause any hydraulic breakage.
  • the higher pressure on the other hand, affects the economic characteristics by requiring higher equipment characteristics and increasing mortar consumption.
  • the cement mortar feed for widening the crevices of the hydraulic soil breaking can be made continuously in the pulsating state.
  • the injectors 1 When erecting the injectors 1, the distances between their longitudinal axes in the range of 2.0 - 4.0 m are selected. This is due to working with different soil categories at an injection depth of 3.0 - 8.0 m, which in some cases requires the extension of the injector 1.
  • the injectors 1 are arranged in rows in the plane plan, for example.
  • the cement mortar feed in these rows takes place from the center to the peripheral areas, preferably in a spiral plane plane.
  • the mortar is fed sequentially into each injector 1 or with a grid of 1 to 3 injectors 1.
  • the injectors 1 can be arranged in rows in the plane Plane.
  • the injectors 1 are preferably in Radial direction of the plane Plane arranged.
  • the mortar is sequentially fed into each injector 1 or in all injectors 1 in increments of 1 to 3 radially or alternately between the adjacent injectors 1 in the adjacent radial directions.
  • the destruction of the blind plugs 3 ensures the formation of the hydraulic soil breaking in all directions of the bottom circumference.
  • the blind plugs 3 are designed as a band which covers the holes in the tubes 2 of the band perforation.
  • the band is spiraling ( Fig. 1 ) or arranged in a ring.
  • the band of the dummy plug 3 is formed with an adhesive layer which is turned to the hole tube.
  • the blind plug 3 usually consists of several band layers. The number of layers is determined by the predetermined pressure value during hydraulic soil breaking.
  • a lower end plug 4 In the lower part of the tube 2 is a lower end plug 4, which remains indestructible under the pressure effect of the hydraulic soil breaking.
  • the cement mortar around the injectors 1 is arranged in plan view as a skeleton 5 with mutual penetration into the concentric areas around the adjacent injectors 1 ( Fig. 2 ).
  • the field of application now includes such types of soils as sand and artificial soils. This is possible thanks to the formation of gaps during hydraulic soil breaking. If there are no gaps in the hydraulic soil breaking, the cement mortar penetrates into the sand pores without compacting this soil. The injection takes place in the presence of a base plate and some (2 to 3) building floors above the fixed ground massif. The base plate serves as a shield which prevents mortar leakage from the ground mass. The existing floors create the additional load, which ensures the pressure build-up. If there were no base plate and no additional load, injection of the compaction mortar could cause the build up (swelling) of the soil layer above the point of injection and sometimes even the penetration of the cement mortar onto the surface.
  • the injectors 1 are sometimes wrapped with several layers of adhesive tape.
  • the number of tape windings depends on the required pressure which triggers the formation of cracks in the hydraulic soil breaking.
  • the pressure in the hoses and injectors 1 is increased until it equals the pressure of the hydraulic soil breaking in this type of soil.
  • the mortar comes abruptly into the ground mass and forms the cracks of the hydraulic soil breaking up.
  • the distance and depth of the injector assembly depends on the properties of the soil layer, the building loads and the performance of the compressed layer. The injection quantities depend on the porosity of these soils and the load of the particular structure.
  • the formed system of piles and skeletons in the compacted soil mass acts as a unitary whole and substantially increases the carrying capacity and reliability of the entire foundation.
  • Mortar was made through the 160 injectors 1 under the pressure typical for such types of soil (12 atm.) Of hydraulic soil breaking. As a result, the columns of hydraulic soil breaking were formed. Upon further injection, the crevices were widened even more, and the soft-plastic loamy soil was compacted. The hardened cement mortar thus formed the reinforcing artificial skeleton in the compacted and improved soil massif.
  • the injectors 1 were sunk on a slip-off slope.
  • the slope consisted of soils and the viscous plastic toughened of natural origin.
  • the sinking of the injectors 1 was carried out at a distance of 4 x 4 m and the depth of 3 to 8 meters.
  • the injection of the low-viscosity cement mortar was carried out under a hydraulic soil breaking pressure of 7 atm. Further injection of cement mortar over cracks of hydraulic soil breaking causes soil consolidation and formation of the uniform reinforcing framework. The presence of the skeleton makes it possible to completely avoid possible slipping.

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)
  • Agronomy & Crop Science (AREA)
  • Environmental & Geological Engineering (AREA)
  • Soil Sciences (AREA)
  • Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
  • Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
EP06812890A 2006-04-05 2006-04-12 Bodenverdichtungsvorrichtung und mit einem technogenen rahmen versehener baugrund Withdrawn EP2009181A1 (de)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
RU2006110993 2006-04-05
PCT/RU2006/000182 WO2007114728A1 (fr) 2006-04-05 2006-04-12 Procédé de compactage du sol et sol de fondation à structure artificielle

Publications (1)

Publication Number Publication Date
EP2009181A1 true EP2009181A1 (de) 2008-12-31

Family

ID=38563916

Family Applications (1)

Application Number Title Priority Date Filing Date
EP06812890A Withdrawn EP2009181A1 (de) 2006-04-05 2006-04-12 Bodenverdichtungsvorrichtung und mit einem technogenen rahmen versehener baugrund

Country Status (2)

Country Link
EP (1) EP2009181A1 (ru)
WO (1) WO2007114728A1 (ru)

Family Cites Families (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
SU1294910A1 (ru) * 1985-01-08 1987-03-07 МГУ им.М.В.Ломоносова Способ улучшени массива лессового просадочного грунта в основании зданий и сооружений
US5005649A (en) * 1990-02-28 1991-04-09 Union Oil Company Of California Multiple fracture production device and method
RU2015247C1 (ru) * 1991-12-27 1994-06-30 Осипов Виктор Иванович Способ уплотнения лессовых грунтов в основании зданий и сооружений
RU2059044C1 (ru) * 1991-12-27 1996-04-27 Осипов Виктор Иванович Способ уплотнения связных дисперсных грунтов

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
See references of WO2007114728A1 *

Also Published As

Publication number Publication date
WO2007114728A1 (fr) 2007-10-11

Similar Documents

Publication Publication Date Title
DE2651023C2 (de) Verfahren zum Herstellen eines Ortbetonpfahles mit einer Fußerweiterung und Vorrichtung zum Durchführen des Verfahrens
DE202022104117U1 (de) Ein mit Pfählen und Rohren kombiniertes Tiefbaugrubenstützwerk, das die Behandlung von Hohlräumen berücksichtigen kann
DE3445965A1 (de) Verdichtende tiefgruendung, verfahren und vorrichtung zu deren herstellen
DE3416679C2 (ru)
DE2823950C2 (de) Schachtausbau, insbesondere für den Ausbau tiefer Schächte in nicht standfestem, wasserführendem Gebirge
DE4005032A1 (de) Vorrichtung und verfahren zum aufbringen einer kraft zwischen einer bodenplatte und einem gruendungselement
DE69406925T2 (de) Konstruktionsverfahren eines gruendungpfahles unter verwendung einer vorgefertigten pfahlhuelse
EP1267035A1 (de) Verfahren zum Erstellen von abgedichteten unterirdischen Tunnelbauten mit betonierter Innenschale
EP0788572B1 (de) Verfahren zum unterfangen von bauwerken
RU2324788C2 (ru) Способ уплотнения грунта и устройство для его осуществления
DE3838880C1 (en) Method of producing a grouted anchor, and grouted anchor for carrying out the method
EP0109397B1 (de) Hohler gründungskörper und verfahren zur herstellung einer gründung
EP2009181A1 (de) Bodenverdichtungsvorrichtung und mit einem technogenen rahmen versehener baugrund
DE683407C (de) Verfahren zur Gruendung von Betonpfaehlen
EP1108855B1 (de) Tragfähiges Dichtgewölbe für die Abdichtung unterirdischer Tunnelbauten
DE69304971T2 (de) Verfahren um eine wasserundurchlässige unterirdische Schicht zu realisieren und damit hergestellte Schicht
DE3512709A1 (de) Verfahren zum herstellen und abdichten eines brunnens sowie vorrichtung zur durchfuehrung des verfahrens und brunnen
DE3521434A1 (de) Injektionsverfahren und -vorrichtung zur bodenverbesserung
DE3543059C2 (ru)
CH406274A (de) Verfahren zur Herstellung eines Tunnels
DE3033715A1 (de) Verfahren zur untergrundverbesserung und dazu dienender gruendungspfahl, -anker o.dgl.
DE19960023A1 (de) Aktive Gründung
DD270332A5 (de) Verfahren zum sanieren eines brunnens
EP3656926B1 (de) Verfahren zur stabilisierung und anhebung von bauwerken
DE102021116487B3 (de) Geotextilummantelte Flüssigbodensäulen

Legal Events

Date Code Title Description
PUAI Public reference made under article 153(3) epc to a published international application that has entered the european phase

Free format text: ORIGINAL CODE: 0009012

17P Request for examination filed

Effective date: 20081105

AK Designated contracting states

Kind code of ref document: A1

Designated state(s): AT BE BG CH CY CZ DE DK EE ES FI FR GB GR HU IE IS IT LI LT LU LV MC NL PL PT RO SE SI SK TR

AX Request for extension of the european patent

Extension state: AL BA HR MK YU

STAA Information on the status of an ep patent application or granted ep patent

Free format text: STATUS: THE APPLICATION IS DEEMED TO BE WITHDRAWN

18D Application deemed to be withdrawn

Effective date: 20091103