EP0161311B1 - Procede de fabrication par sections d'un mur de fondation en tranchee - Google Patents

Procede de fabrication par sections d'un mur de fondation en tranchee Download PDF

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Publication number
EP0161311B1
EP0161311B1 EP85900044A EP85900044A EP0161311B1 EP 0161311 B1 EP0161311 B1 EP 0161311B1 EP 85900044 A EP85900044 A EP 85900044A EP 85900044 A EP85900044 A EP 85900044A EP 0161311 B1 EP0161311 B1 EP 0161311B1
Authority
EP
European Patent Office
Prior art keywords
holes
thixotropic liquid
explosive charge
diaphragm wall
explosive
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
EP85900044A
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German (de)
English (en)
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EP0161311A1 (fr
Inventor
Winfried Rosenstock
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Individual
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Individual
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Filing date
Publication date
Application filed by Individual filed Critical Individual
Priority to AT85900044T priority Critical patent/ATE34003T1/de
Publication of EP0161311A1 publication Critical patent/EP0161311A1/fr
Application granted granted Critical
Publication of EP0161311B1 publication Critical patent/EP0161311B1/fr
Expired 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
    • E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/02—Improving by compacting
    • E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
    • 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
    • F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
    • F42—AMMUNITION; BLASTING
    • F42D—BLASTING
    • F42D3/00—Particular applications of blasting techniques
    • F42D3/04—Particular applications of blasting techniques for rock blasting

Definitions

  • diaphragm walls have become increasingly important for the production of vertical walls, whether as load-bearing walls made of reinforced concrete or as sealing walls to prevent the flow of groundwater.
  • diaphragm walls Compared to sheet piling, diaphragm walls have considerable advantages because they can be executed without noise and vibration and then do not meet the requirements of numerous cities, in residential areas, near hospitals and rest homes, as well as near vibration-sensitive buildings. In many cases, their use makes it possible to dispense with groundwater lowering or to restrict it and thus build it more economically, because lowering groundwater often creates the risk of subsidence with damage to neighboring buildings, and finally, diaphragm walls make it possible to build underground roads, underground railways, etc. directly next to existing buildings to largely avoid damage to neighboring buildings caused by underpinning.
  • the diaphragm walls are produced in sections, with z. B. a section of a certain length is excavated and concreted, whereupon the next but one section is excavated and concreted, so that the remaining section between the two sections produced can then be excavated and concreted.
  • Special grapples are used for excavating the soil, depending on the weight of the soil, a section can be excavated over its entire length or two holes can be made in the subsoil, which are as wide as the later diaphragm wall and extend to their final depth, whereupon the surface remaining between the holes is then removed by a gripper.
  • Diaphragm walls are generally created in thicknesses of about 40 to 60 cm. Their depth can be between about 10 to 50 m. So far, however, there has been no possibility of erecting diaphragm walls if the subsoil contains rock layers, because grabs are then no longer usable, and drilling tools that are able to cut holes with a diameter of 40 to 60 cm up to the with economically justifiable effort drilling the required depths is not yet available.
  • the invention is based on a method for section-wise production of a diaphragm wall, in which a section is formed by making two holes in the subsoil, which are as wide as the later diaphragm wall and extend to their final depth and which of their manufacture are filled with a thixotropic liquid, the sub-surface remaining between the holes is then removed and also filled with the thixotropic liquid, and then finally the entire section is filled from bottom to top with concrete, displacing the thixotropic liquid.
  • the invention has for its object to provide a method of the aforementioned type, which is also applicable to a rock underground.
  • the stated object is achieved according to the invention in that when the diaphragm wall is produced in a rock subsurface, optionally provided with an overlay, a borehole is made in the subsurface between the two holes, which is provided with a first explosive charge along its length, that at the lower end of the two holes a pressure effect is briefly generated, by which the thixotropic liquid is temporarily displaced upward from the holes, and that the first explosive charge is ignited during the displacement of the thixotropic liquid.
  • the rock base between the two holes is removed in layers and can then be removed with a gripper.
  • the explosive charge is only weak and dimensioned such that a 'dislocating effect does not occur beyond the width of the later diaphragm wall, but dislocation in the plane of the diaphragm wall to be created is made possible by the fact that the two holes with the thixotropic liquid are filled, temporarily allow the rock between them to expand. Without this measure, the explosion would not have the desired effect, since the thixotropic liquid is incompressible and would offer infinite resistance to the explosion pressure.
  • the pressure effect in the holes is preferably generated by attaching a second explosive charge to the bottom of the holes and by igniting the second explosive charges shortly before the first explosive charge.
  • a blast of compressed air can also be generated at the bottom of the two holes before the first charge is detonated.
  • two small holes are drilled in the center line of the route of the diaphragm wall in comparison to the diaphragm wall thickness, that one or more containers each containing an explosive charge are used in each hole, the Volume share of the explosive charges is small compared to the volume of the container, that the strength of the explosive charges is chosen so that the rock underground only in the structure of the thickness of the later diaphragm wall only smashed in its structure, but remains almost unchanged in its outer shape, and then in the shattered structure the holes are drilled with their final large diameter.
  • This method which is known in connection with the production of sheet piling, in order to prepare a rock base for driving the sheet piles in, first makes it possible to drill without the otherwise unacceptable wear of drilling tools.
  • lines 1 and 2 are the lateral boundaries of a diaphragm wall
  • circles 3 and 4 are the contours of large boreholes that correspond to the width of the diaphragm wall and delimit a diaphragm wall section 5.
  • the diaphragm wall is to be installed in a terrain that has a rock surface 8 under its surface 6 and an overlay 7.
  • the diaphragm wall has a width of 600 mm, for example, and the center distance of the circles 3 and 4 is, for example, about 1.4 m.
  • the large boreholes 9 and 10 surrounded by the circles 3 and 4 cannot be produced in a rock underground by a drilling process.
  • boreholes 11 and 12 are first made in the center of the circles 3 and 4, which are relatively small compared to the large boreholes 9 and 10, and one or more containers 14 each containing an explosive charge 13 are placed in the two boreholes 11 and 12 used, the volume fraction of the explosive charges being small compared to the volume of the containers, and then the explosive charges 13 are ignited, but the thickness of the explosive charges is dimensioned such that the rock underground only smashes its structure approximately in the region of the thickness of the later diaphragm wall, However, its outer shape remains approximately unchanged, so that in this way the rock underground is prepared for the drilling of the large boreholes 9 and 10, without any major tool wear subsequently occurring during the drilling.
  • a borehole 16 is made approximately in the middle between the large boreholes 9 and 10, into which an explosive charge distributed over its length or a plurality of explosive charges 17 staggered one above the other are introduced will.
  • These explosive charges are necessary in order to be able to remove the underground 15 economically. They must of course be dimensioned so weakly that the rock underground adjacent to the diaphragm wall section does not dislocate, i.e. the effect of the explosion should be limited to the diaphragm wall width.
  • Ignition of the explosive charges 17 measured in this sense would, however, in the conventional method in which the large boreholes 9 and 10 are filled with the thixotropic liquid, lead to the explosive forces acting on an infinite resistance because the thixotropic liquid is incompressible, so that the desired effect cannot be achieved.
  • the pressure effect at the lower end of the large boreholes can be generated in different ways
  • a preferred possibility is that a small second explosive charge 18 is deposited on the bottom of the two large boreholes 9 and 10, which is ignited shortly before the ignition of the first explosive charges 20, so that the explosive charges 17 can have their effect as long as the thixotropic liquid in the large boreholes 9 and 10 has been displaced by the action of the explosive charges 18.
  • the pressure effect can also be built up at the bottom of the large boreholes 9 and 10 by a compressed air source, which generates a compressed air blast at the required time.

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Paleontology (AREA)
  • Mining & Mineral Resources (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Civil Engineering (AREA)
  • Agronomy & Crop Science (AREA)
  • Environmental & Geological Engineering (AREA)
  • Soil Sciences (AREA)
  • Bulkheads Adapted To Foundation Construction (AREA)
  • Drilling And Exploitation, And Mining Machines And Methods (AREA)

Abstract

On creuse dans le sol, à un certain intervalle l'un de l'autre, deux trous (9, 10) qui sont aussi larges que le futur mur de fondation en tranchée, qui vont jusqu'à la profondeur définitive de celui-ci et qui sont remplis pendant leur formation d'un liquide thixotrope, si bien que finalement l'intervalle séparant les trous est supprimé et lui aussi rempli du liquide thixotrope et que le segment tout entier est ensuite rempli de béton depuis le bas jusqu'en haut alors que le liquide thixotrope est refoulé. L'invention prévoit, lors de la fabrication du mur de fondation en tranchée dans un sous-sol rocheux, de creuser dans le sol entre les deux trous (9, 10) un trou de forage (16) doté sur sa longueur d'une charge explosive (17), à l'extrémité inférieure des deux trous étant produit pendant un bref laps de temps un effet de pression permettant de faire sortir temporairement le liquide thixotrope des trous et de le refouler vers le haut, ainsi que de tirer la première charge explosive (17) pendant le refoulement du liquide thixotrope. Le refoulement peut être effectué par une seconde charge explosive (18) placée au fond de chacun des deux trous, les secondes charges explosives (18) étant tirées peu avant la première charge explosive (17). Il serait également possible de provoquer une poussée d'air sous pression au fond des deux trous (9, 10) peu avant la mise à feu de la première charge explosive (17).

Claims (4)

1. Procédé de fabrication par sections d'un mur de fondation en tranchée, dont une section est réalisée en creusant dans le sous-sol deux trous (9, 10) distants l'un de l'autre et dont la largeur et la profondeur sont identiques à celles du futur mur de fondation, et qui sont, lors de leur fabrication remplis d'un liquide thixotrope, en éliminant par la suite la partie du sous-sol (15) demeurée entre les trous et en remplissant ce dernier également de liquide thixotrope, après quoi l'ensemble de la section est rempli de béton du bas vers le haut en déplaçant le liquide thixotrope, caractérisé en ce que, lors de la fabrication du mur de fondation dans un sous-sol rocheux (8), le cas échéant avec une superposition (7), un forage (16) est effectué dans le sous-sol (15) entre les deux trous (9, 10), sur la longueur duquel est prévue une première charge explosive (17), en ce qu'en bas des deux trous (9, 10) est produit un bref effet de pression, chassant provisoirement le liquide thixotrope des trous (9, 10) vers le haut, et en ce que, pendant le déplacement du liquide thixotrope, la première charge explosive (17) est mise à feu.
2. Procédé suivant la revendication 1, caractérisé en ce qu'au fond des deux trous (9, 10) est installée une deuxième charge explosive (18) et en ce que cette deuxième charge explosive (18) est mise à feu juste avant la première charge explosive (17).
3. Procédé suivant la revendication 1, caractérisé en ce qu'un coup d'air comprimé est produit au fond des deux trous (9, 10) avant la mise à feu de la première charge explosive (17).
4. Procédé suivant l'une quelconque des revendications précédentes, caractérisé en ce que les deux trous (9, 10) sont réalisés dans le sous-sol rocheux en creusant d'abord, au niveau de la ligne médiane du tracé du mur de fondation, deux trous (11, 12) petits par rapport à l'épaisseur du mur de fondation, en ce que chaque trou reçoit un ou plusieurs conteneurs (14) contenant une charge explosive (13), la part de volume des charges explosives (13) étant faible par rapport au volume des conteneurs (14), en ce que la force des charges explosives (13) est choisie de façon que seule la texture du sous-sol de pierre soit disloquée, dans pratiquement la zone de l'épaisseur du futur mur de fondation, mais que sa forme extérieure reste à peu près inchangée et en ce qu'ensuite les trous (9,10) sont forés avec leur diamètre définitif dans la texture disloquée.
EP85900044A 1983-11-10 1984-11-07 Procede de fabrication par sections d'un mur de fondation en tranchee Expired EP0161311B1 (fr)

Priority Applications (1)

Application Number Priority Date Filing Date Title
AT85900044T ATE34003T1 (de) 1983-11-10 1984-11-07 Verfahren zur abschnittsweisen herstellung einer schlitzwand.

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
DE19833340725 DE3340725A1 (de) 1983-11-10 1983-11-10 Verfahren zur abschnittsweisen herstellung einer schlitzwand
DE3340725 1983-11-10

Publications (2)

Publication Number Publication Date
EP0161311A1 EP0161311A1 (fr) 1985-11-21
EP0161311B1 true EP0161311B1 (fr) 1988-05-04

Family

ID=6214007

Family Applications (1)

Application Number Title Priority Date Filing Date
EP85900044A Expired EP0161311B1 (fr) 1983-11-10 1984-11-07 Procede de fabrication par sections d'un mur de fondation en tranchee

Country Status (6)

Country Link
EP (1) EP0161311B1 (fr)
AU (1) AU3672684A (fr)
DE (2) DE3340725A1 (fr)
PT (1) PT79484B (fr)
WO (1) WO1985002212A1 (fr)
ZA (1) ZA848699B (fr)

Families Citing this family (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
FR2750442B1 (fr) * 1996-06-26 1998-09-11 Bachy Nouvelle paroi drainante, procede pour sa realisation et element mis en oeuvre
FR2804449B1 (fr) * 2000-02-02 2002-12-13 Soletanche Bachy France Perfectionnement a la realisation de paroi drainante
CN113789797A (zh) * 2021-07-05 2021-12-14 长沙理工大学 一种深覆盖砂卵石层的钢板桩围堰施工方法

Family Cites Families (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
BE538890A (fr) * 1954-06-15
FR1528894A (fr) * 1967-04-24 1968-06-14 Sondages Rhone Alpes Procédé pour le compactage des sols et pour couler des pieux ou fondations noyés dans le sol
NL7703935A (en) * 1977-04-12 1978-10-16 Ruiter Boringen En Bemalingen Soil compaction system - uses explosive charges and forms drainage channels round charges
LU83493A1 (de) * 1981-07-15 1983-04-06 Arbed Volumensprengen

Also Published As

Publication number Publication date
DE3340725A1 (de) 1985-05-23
AU3672684A (en) 1985-06-03
WO1985002212A1 (fr) 1985-05-23
DE3470899D1 (en) 1988-06-09
EP0161311A1 (fr) 1985-11-21
ZA848699B (en) 1985-06-26
PT79484B (en) 1986-08-05
PT79484A (en) 1984-12-01

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