EP3647497A2 - Verfahren und vorrichtung zur anordnung eines gründungspfahls im boden - Google Patents

Verfahren und vorrichtung zur anordnung eines gründungspfahls im boden Download PDF

Info

Publication number
EP3647497A2
EP3647497A2 EP19206532.4A EP19206532A EP3647497A2 EP 3647497 A2 EP3647497 A2 EP 3647497A2 EP 19206532 A EP19206532 A EP 19206532A EP 3647497 A2 EP3647497 A2 EP 3647497A2
Authority
EP
European Patent Office
Prior art keywords
tube
drill head
grout
tube assembly
plate
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.)
Pending
Application number
EP19206532.4A
Other languages
English (en)
French (fr)
Other versions
EP3647497A3 (de
Inventor
Adrianus Verhoef
Reijer Willem Lehmann
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.)
Verhoef Funderingstechnieken Bv
Original Assignee
Verhoef Funderingstechnieken Bv
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 Verhoef Funderingstechnieken Bv filed Critical Verhoef Funderingstechnieken Bv
Publication of EP3647497A2 publication Critical patent/EP3647497A2/de
Publication of EP3647497A3 publication Critical patent/EP3647497A3/de
Pending legal-status Critical Current

Links

Images

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
    • E02D5/22—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
    • E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
    • E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
    • E02D5/42—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds by making use of pressure liquid or pressure gas for compacting the concrete
    • 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
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
    • E02D7/26—Placing by using several means simultaneously
    • 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
    • E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
    • E02D5/44—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with enlarged footing or enlargements at the bottom of the pile

Definitions

  • the invention relates to a method and device for arranging a foundation pile in a soil.
  • a tube consisting of tube segments and provided with a screw blade and pile tip at the distal end, is then first urged into the soil in a rotating fashion. During this process grout is discharged from an aperture situated near the pile tip. The discharged grout mixes with dislodged soil material and forms a grout shell around the tube. Once the pile tip has reached the wanted depth a reinforcement cage is placed in the tube and the tube is filled with concrete.
  • the screw injection method allows foundation piles to be arranged into a soil in a vibration-free fashion. It is advantageous that the grout shell can increase the load bearing capacity of the pile.
  • foundation piles Although such foundation piles have proven their worth in practice, there is a lasting need for a (further) increase of the load bearing capacity to be provided by the foundation piles, so that fewer piles are required for a structure to be built.
  • the invention provides a method for arranging a foundation pile in a soil, comprising the following steps:
  • the cross-plate as it were ensures a downward driving of the grout-soil material mixture created.
  • the mixing action in the area below the cross-plate can be enhanced.
  • penetration of the grout into open spaces between the grains of as yet undisturbed soil material can be enhanced, which may be advantageous to the drilling process and to the formation of the mixture.
  • the surface of the cross-plate can be included in the load bearing capacity calculations.
  • a tube assembly wherein the cross-plate is provided with apertures, wherein during introducing the tube assembly into the soil a grout-soil material mixture passes through the apertures from the distal side of the cross-plate to its proximal side in order to form a grout shell around the tube.
  • the tube assembly used can be provided with protrusions extending from the cross-plate in distal direction, wherein the protrusions, due to the rotation of the protrusions, exert a mixing action on the dislodged soil material and the grout.
  • the protrusions are situated at the location of the apertures and the drill head is rotated, the protrusions can guide the mixture situated below the cross-plate to the distal side of the cross-plate.
  • the aforementioned tube assembly wherein, when projected onto a plane of projection transverse to the tube center line, the protrusions at least largely cover the apertures.
  • a tube assembly the drill head of which comprises a drill blade and a cutter retained by it extending in distal direction thereof, wherein the passage is arranged in the drill blade and preferably - considered in rotation direction - debouches behind the cutter.
  • the temperature at the drill blade may become higher than the temperature (in the order of 30 degrees) at which the grout could solidify/thicken, during which formation of lumps might occur which could hamper the mixture formation and the flow-through of mixture through the cross-plate.
  • a tube assembly with a drill blade wherein the passage opens to the outside with a directional component in distal direction, - wherein the grout is pressed out of the passage with a downward directional component so that the grout penetrates soil material situated straight below the drill head.
  • the grout can be pressed out of the passage with a distal and a radial directional component so that the grout also penetrates the soil material situated obliquely sideways below the rotating drill head.
  • the rotation of the drill head is stopped but pressing the grout out of the passage is continued with, with a downward directional component, at a third pressure that is raised, in particular raised multiple times, relative to the first pressure range. That way, grout can be urged into the open spaces between the grains of the soil material (in particular sand) in a relatively large soil area, next to and below the drill head, as a result of which the load bearing capacity as finally realized, is further increased.
  • the cross-plate can then be functional in hampering an upward run of the grout, thus enhancing the dispersion in sideward and downward direction.
  • the first pressure range can be in the order of 5-20 bar, preferably in the order of 10-15 bar.
  • the pressure imposed in the first pressure range may increase with the depth in a track, in order to keep the discharged flow rate of grout per unit of insertion length nearly constant, at a constant introduction speed, in view of the formation of a grout shell around the tube that has a uniform thickness in tube direction.
  • the third pressure can be in the order of 50-150 bar, preferably approximately 100 bar.
  • the pressures/pressure ranges used and grout flow rates discharged can be selected in dependence on the condition/composition of the soil as determined beforehand.
  • the drill head is rotated at a higher speed during passing through the first track sections than it is during passing through the second track sections, and during passing through the second track sections the grout is pressed out of the drill blade at a pressure in a second pressure range that is lower than the first pressure range.
  • rotation will be minimal and much less grout will be discharged.
  • the relatively thin grout shell will predominantly serve as protection against corrosion at the tube.
  • the method according to the invention can be applied to several types of pile foundations.
  • the tube including drill head is rotated.
  • the tube may be made of steel and form the exterior surface of the tube assembly during introduction into the soil, wherein downward forces and rotational forces are transferred to the drill head by means of the tube.
  • the tube assembly comprises a hollow pile, in particular a prefab concrete pile, which pile forms the exterior surface of the tube assembly during introduction, wherein a rotationally driven drilling rod extends through the lumen of the pile and is attached to the drill head.
  • the interior space of the tube can be provided with a reinforcement and filled with concrete.
  • the tube remains in the soil, fixedly connected to the cross-plate that may be attached to the lower end of the tube and closes off the interior space downward.
  • the invention provides a tube assembly for forming a foundation pile, comprising a tube having a tube center line, which tube forms an interior space, wherein at the distal end or introduction end of the tube a drill head is situated, wherein the drill head is provided with at least one passage that opens to the outside and is capable of being brought into fluid communication with the interior space, wherein at the distal end of the tube and at the proximal side of the drill head a cross-plate or transverse flange is arranged, in particular attached to the drill head, which extends in radial outward direction relative to the tube center line to outside of the tube and forms a circumferential flange.
  • the plate/flange is substantially perpendicular to the tube center line.
  • the cross-plate can be provided with apertures forming a passage for a flow of mixture of grout and soil material from the distal side of the cross-plate to its proximal side.
  • the cross-plate can be provided with protrusions extending from the cross-plate in distal direction for providing a mixing action on soil material, dislodged by the drill head, and the grout.
  • the protrusions can extend obliquely from the cross-plate in distal and tangential direction.
  • the protrusions can be situated at the location of the apertures and form a guide means towards the apertures.
  • the protrusions can be formed in a simple manner from the material of the cross-plate. This may for instance be done by locally cutting through the cross-plate and bending out areas of the cross-plate adjacent to the cut-throughs, to the distal side, like lips.
  • the cut-throughs can extend in radial and possibly in tangential direction as well, in particular up into the circumferential edge of the cross-plate.
  • the protrusions When projected onto a plane of projection transverse to the tube center line, the protrusions can at least largely cover the apertures.
  • the drill head comprises a drill blade and at least one cutter retained thereon, wherein the drill blade is provided with the passage, wherein the passage preferably opens to the outside with a directional component in distal direction, in one embodiment combined with a directional component in outward radial direction.
  • the outlet of the passage can be situated immediately behind the cutter in rotation direction, wherein in distal direction the cutter extends beyond the outlet.
  • the drill blade is plate-shaped and extends diametrically across the drill head, parallel to the axial plane of the tube, and it has edges extending in distal and radial inward direction, from which respective cutters extend in distal and tangential direction.
  • the drill head can be rotation-fixed with the tube, may be attached thereto, wherein the tube can be made of steel and form the exterior surface of the tube assembly.
  • the tube assembly can comprise a hollow prefab concrete pile, which forms the exterior surface of the tube assembly.
  • the drill head can then be attached for rotation to a drilling rod extending through the hollow pile.
  • the tube is provided with at least one strip extending circumferentially and in proximal direction, extending radially to the outside. It can form a so-called helical plate/mixing blades, which is known per se of screw injection piles.
  • the invention provides an arrangement for creating a foundation pile in a soil, comprising a tube assembly according to the invention and a device for urging the tube assembly into the soil and rotating it around the tube center line, a supply of grout and a device for pressing grout from the supply into the interior space of the tube in order to press the grout out of the passage in the drill blade.
  • the drill head 10 shown in figures 1A-F comprises a centrally located drill blade 11, which is substantially V-shaped in side view and bears two cutters 12a, 12b.
  • the drill blade 11 is composed of three steel plates 11a, 11b and a plate 11c situated in between them, which plates are permanently connected to each other to form one unity.
  • the plates 11 a and 11 b each have one free oblique edge 15a, 15b and at the other oblique edge 17a, 17b are extended by a cutter 12a, 12b forming a unity with the plate 11a, 11b in question.
  • the plate 11c has two oblique edges 15c that are level with the oblique edges 15a, 15b, respectively.
  • the cutters 12a, 12b have been turned in opposite direction such that in operational condition they are both oriented in rotation direction A.
  • the cutters have a cutting edge 13a, 13b which in this example is provided with notches 14a, 14b.
  • the drill blade 11 is permanently attached to a cross-plate 20, which is permanently attached to the distal end of a tube 30.
  • the cross-plate 20 is perpendicular to the center line S of the tube 30.
  • the cross-plate 20 has a circumferential edge 24 from which the cross-plate 20 is cut through by arcuate cut-throughs 23 at locations that are regularly spaced apart, which cut-throughs extend radially inward, having a tangential directional component, up to the circumference of the tube 30.
  • lips 21 are bent out towards the distal side of the cross-plate 20, so that apertures 22 are formed in the cross-plate 20, regularly distributed along the circumference.
  • the lips 21 all extend in rotation direction as well.
  • the cross-plate 20 including lips 21 form an almost continuous circular surface.
  • a chamber 40 is arranged on the cross-plate 20, an aperture 42 connecting said chamber at proximal side to a supply line 41 for grout.
  • a supply line 41 for grout for grout.
  • a ball that is not shown, is situated within the chamber 40, which ball acts as a one-way valve for allowing grout to pass through in distal direction but stopping it in proximal direction.
  • the drill head 10 can be seen as part of a tube assembly 1, including tube 30 and grout supply line 41.
  • tube 30 At the exterior surface of the tube 30 two strips 31a, 31 b are attached, each extending along half a tube circumference, obliquely, in proximal direction and in counter-rotational direction.
  • the tube assembly 1 can be deployed in a manner as illustrated on the basis of figures 2A-F .
  • the tube assembly 1 is intended for being part of a foundation pile in soil 100.
  • the soil 100 here consists of for instance a top stratum 102, adjacent to the surface level, a clay stratum 103 and a sand stratum 104.
  • a bottom part of a tube assembly 1 is held vertical by means of an installation, that is not shown, including a king post.
  • the tube is engaged by a rotary drive on the installation and is urged downward, from the installation, so that the tube 30 including drill head 10 is both rotated in direction A and moved downward, direction B, to pass through the top stratum 102.
  • the tip of the drill head 10 has arrived at the clay stratum 103 and the grout pump on the installation is activated.
  • the grout pump is then set at a second flow rate, and is thus set at a related (second) (operational) pressure range.
  • the drill head 10 and tube 30 are rotated at a first speed A1. Via supply line 41, direction L1, chamber 40, aperture 42 and passages 16a, 16b the grout is discharged from the drill head 10 to the clay stratum, directions D1. The grout and the clay are mixed to a limited extent here, most of the grout travels through the apertures 22 with respect to the downwardly moving drill head 10 in order to form a grout shell 113 between the tube 30 and the clay stratum 103, see figure 2C .
  • the tube 30 is built up from tube segments, each time the proximal end of a tube segment has arrived near the surface level 101 a next tube segment is coupled to it and brought into engagement with the linear and rotational drives.
  • the rotational speed (A2) is increased as is the grout flow rate to be delivered by the grout pump.
  • the grout is now supplied per unit of introduction length at a higher flow rate, at a first (operational) pressure within a first pressure range, which pressure is higher than the aforementioned (second) pressure, through the supply line 41 in direction L2 and discharged behind the respective cutters 12a, 12b at a higher force in distal and radial outward directions D2.
  • Said discharged grout may have an agitating effect on the sand body and is capable of penetrating into the pores between the sand grains and as a consequence cause a softening effect.
  • the cutters 12a, 12b dislodge the sand from the sand stratum, the rotating drill blade 11 ensures that the sand mixes with the grout.
  • the cross-plate 20 exerts a downward driving influence on the grout-sand mixture, which can be advantageous to the penetration into the sand body of the grout discharged at a lower level.
  • the imposed pressure in the first pressure range may increase as the depth in a track increases, in order to keep the discharged flow rate of grout per unit of insertion length almost constant, in view of a regular grout shell thickness around the tube, when considered in tube direction.
  • the first and second pressure ranges may overlap in part, depending on the composition of the soil present in the respective tracks.
  • the lips 21 extending downward and in rotation direction, increase the degree of mixing. Relative to the drill head 10 that moves downwards, the grout-sand mixture ultimately travels through the apertures 22 in the cross-plate 20 and forms a relatively thick grout shell 114 around the tube 30, see figures 2D and 2E .
  • the strips 31a, 31b that rotate along ensure some mixing of the material of the grout shell and the immediate surroundings.
  • the strips 31a, 31b function as a so-called helical plates.
  • the grout flowing through the drill blade 11 has a cooling effect on the material it is made of, as a result of which the temperature can remain as low as not to solidify/thicken the grout and formation of lumps is prevented.
  • the grout pump is operated at a third operational pressure, which is multiple times the operational pressure relative to the first pressure range, to press the grout in direction L3 through the supply line 41 to the drill head 10.
  • the grout is squirted at great force out of the passages 16a, 16 in distal and in radial outward directions D3.
  • the drill head 10 can then be rotated a few times at relatively low speed, optionally in opposite direction.
  • the cross-plate 20 hampers an upward travel of the grout now discharged.
  • the grout penetrates into the sand body along a considerably distance, see figure 3 .
  • the grout supply line 41 can be disconnected from the chamber 40 and a reinforcement cage 50 can be lowered into the interior space 32 of the tube 30. Subsequently the interior space 32 can be filled with concrete in order to substantially finish the foundation pile.
  • the oblique position of the cutters furthermore provides more surface area for transfer of forces (vertical).
  • the shape and size of the apertures in the cross-plate is determined experimentally. Prior to a job, soil-drilling tests have provided an insight into the composition of the soil and as a consequence the soil material.
  • the drill blade provides freedom of choice in terms of the location of additional discharge apertures for grout.
EP19206532.4A 2018-11-01 2019-10-31 Verfahren und vorrichtung zur anordnung eines gründungspfahls im boden Pending EP3647497A3 (de)

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
NL2021918 2018-11-01

Publications (2)

Publication Number Publication Date
EP3647497A2 true EP3647497A2 (de) 2020-05-06
EP3647497A3 EP3647497A3 (de) 2020-06-10

Family

ID=68840844

Family Applications (1)

Application Number Title Priority Date Filing Date
EP19206532.4A Pending EP3647497A3 (de) 2018-11-01 2019-10-31 Verfahren und vorrichtung zur anordnung eines gründungspfahls im boden

Country Status (2)

Country Link
EP (1) EP3647497A3 (de)
NL (1) NL2024129B1 (de)

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN111894452A (zh) * 2020-07-27 2020-11-06 中交路桥建设有限公司 风积沙深覆盖凝灰岩地层端承桩的组合钻进方法
CN111894451A (zh) * 2020-07-27 2020-11-06 中交路桥建设有限公司 风积沙、砂卵砾石结合地层的旋挖钻桩基施工方法
CN113309074A (zh) * 2021-05-12 2021-08-27 海南省农垦设计院有限公司 一种用于建筑节能工程的基坑支护桩
CN114411455A (zh) * 2021-11-26 2022-04-29 同济大学 一种全预制拼装有轨电车桩板结构路基及其施工方法

Family Cites Families (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3354657A (en) * 1965-05-03 1967-11-28 Lee A Turzillo Method for installing anchoring or supporting columns in situ
JPS5792218A (en) * 1980-11-29 1982-06-08 Marugo Kiso Kogyo Kk Laying work of ready-made pile
JP2010126975A (ja) * 2008-11-27 2010-06-10 Chiyoda Geotech Co Ltd 回転貫入鋼管及びその利用方法
KR101135163B1 (ko) * 2011-06-10 2012-04-16 (주)세안종합건설 그라우트 분사치환장치 및 이를 이용한 콘크리트 기초파일 시공방법
KR101515347B1 (ko) * 2012-09-24 2015-05-04 최성희 선단 보강 말뚝

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN111894452A (zh) * 2020-07-27 2020-11-06 中交路桥建设有限公司 风积沙深覆盖凝灰岩地层端承桩的组合钻进方法
CN111894451A (zh) * 2020-07-27 2020-11-06 中交路桥建设有限公司 风积沙、砂卵砾石结合地层的旋挖钻桩基施工方法
CN113309074A (zh) * 2021-05-12 2021-08-27 海南省农垦设计院有限公司 一种用于建筑节能工程的基坑支护桩
CN114411455A (zh) * 2021-11-26 2022-04-29 同济大学 一种全预制拼装有轨电车桩板结构路基及其施工方法

Also Published As

Publication number Publication date
NL2024129B1 (nl) 2020-09-22
NL2024129A (nl) 2020-05-14
EP3647497A3 (de) 2020-06-10

Similar Documents

Publication Publication Date Title
EP3647497A2 (de) Verfahren und vorrichtung zur anordnung eines gründungspfahls im boden
US3023585A (en) Mixed in place pile
EP1984571B1 (de) Pfeiler in situ mit konsistenten eigenschaften von oben nach unten und minimalen lücken
JP4520913B2 (ja) 地盤改良方法および既存構造物基礎の補強方法
WO2008072951A2 (en) Drill head for the excavation in the ground of a pit, and a foundation system for the forming of a foundation pile in the ground
EP1878832B1 (de) Anordnung um ein längliches unterirdisches Bauelement zu schaffen.
GB2062072A (en) Method of and Apparatus for the Construction of Mixed or Augered-in-place Piles
JP4964312B2 (ja) 地盤改良工法
EP2703596B1 (de) Bohrvorrichtung und Verfahren zum Erstellen einer Bohrung
JP4740571B2 (ja) 地盤改良工法
JP2007327281A (ja) 攪拌混合装置及びこれを用いた地盤改良工法
JP4000340B2 (ja) 地中杭造成の掘削攪拌ビットとそれを用いた地盤改良工法
JP4615841B2 (ja) 合成杭の施工方法及び合成杭
JPH03119219A (ja) ジエツトグラウト式地中擁壁造成方法
JPH09296442A (ja) 場所打ち杭造成装置
JP3971322B2 (ja) 基礎地盤の湿式柱状体製造装置
JP7480381B1 (ja) 地盤改良装置および地盤改良方法における排土方法ならびにこれらに用いられるスパイラルロッド
JPH09228361A (ja) ソイルセメント連続壁工法
JP3237797B2 (ja) トンネル等の掘削工法
JP5113441B2 (ja) 地盤改良装置および地盤改良方法
AU783773B2 (en) Variable displacement pile former
WO2023161152A1 (de) Bohreinheit und verfahren zur erstellung einer gründung in einem boden und/oder einer gründung unter wasser
CN114687671A (zh) 升降式可变径自护壁成孔灌注桩钻头及钻孔方法
JP2000170155A (ja) 軟弱地盤浅層部の部分改良工法
US6375392B1 (en) Method for making a wall in the ground and drilling element used therewith

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

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

Free format text: STATUS: THE APPLICATION HAS BEEN PUBLISHED

AK Designated contracting states

Kind code of ref document: A2

Designated state(s): AL AT BE BG CH CY CZ DE DK EE ES FI FR GB GR HR HU IE IS IT LI LT LU LV MC MK MT NL NO PL PT RO RS SE SI SK SM TR

AX Request for extension of the european patent

Extension state: BA ME

PUAL Search report despatched

Free format text: ORIGINAL CODE: 0009013

AK Designated contracting states

Kind code of ref document: A3

Designated state(s): AL AT BE BG CH CY CZ DE DK EE ES FI FR GB GR HR HU IE IS IT LI LT LU LV MC MK MT NL NO PL PT RO RS SE SI SK SM TR

AX Request for extension of the european patent

Extension state: BA ME

RIC1 Information provided on ipc code assigned before grant

Ipc: E02D 5/62 20060101AFI20200506BHEP

Ipc: E02D 5/44 20060101ALI20200506BHEP

Ipc: E02D 5/46 20060101ALI20200506BHEP

Ipc: E02D 7/26 20060101ALI20200506BHEP

Ipc: E02D 5/42 20060101ALI20200506BHEP

RBV Designated contracting states (corrected)

Designated state(s): AL AT BE BG CH CY CZ DE DK EE ES FI FR GB GR HR HU IE IS IT LI LT LU LV MC MK MT NL NO PL PT RO RS SE SI SK SM TR

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

Free format text: STATUS: REQUEST FOR EXAMINATION WAS MADE

17P Request for examination filed

Effective date: 20201214

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

Free format text: STATUS: EXAMINATION IS IN PROGRESS

17Q First examination report despatched

Effective date: 20230126

RIN1 Information on inventor provided before grant (corrected)

Inventor name: LEHMANN, REIJER WILLEM

Inventor name: VERHOEF, ADRIANUS