EP0997609B1 - Verfahren und Vorrichtung zur Kontrolle der Dichtigkeit einer Aufschüttung - Google Patents

Verfahren und Vorrichtung zur Kontrolle der Dichtigkeit einer Aufschüttung Download PDF

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Publication number
EP0997609B1
EP0997609B1 EP99402610A EP99402610A EP0997609B1 EP 0997609 B1 EP0997609 B1 EP 0997609B1 EP 99402610 A EP99402610 A EP 99402610A EP 99402610 A EP99402610 A EP 99402610A EP 0997609 B1 EP0997609 B1 EP 0997609B1
Authority
EP
European Patent Office
Prior art keywords
pipe
backfill
force
deformation
wall
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 - Lifetime
Application number
EP99402610A
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English (en)
French (fr)
Other versions
EP0997609A1 (de
Inventor
Olivier Thepot
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.)
Gestion des Eaux de Paris SAGEP SA
Original Assignee
Gestion des Eaux de Paris SAGEP SA
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.)
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Publication date
Application filed by Gestion des Eaux de Paris SAGEP SA filed Critical Gestion des Eaux de Paris SAGEP SA
Publication of EP0997609A1 publication Critical patent/EP0997609A1/de
Application granted granted Critical
Publication of EP0997609B1 publication Critical patent/EP0997609B1/de
Anticipated expiration legal-status Critical
Expired - Lifetime 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
    • E02D1/00—Investigation of foundation soil in situ
    • E02D1/08—Investigation of foundation soil in situ after finishing the foundation structure
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
    • E21B47/00—Survey of boreholes or wells
    • E21B47/007—Measuring stresses in a pipe string or casing
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
    • E21B49/00—Testing the nature of borehole walls; Formation testing; Methods or apparatus for obtaining samples of soil or well fluids, specially adapted to earth drilling or wells
    • E21B49/006—Measuring wall stresses in the borehole

Definitions

  • the present invention relates to a method for controlling the compaction of a pipe encroachment, as described in preamble of claim 1.
  • a filling embankment of a pipe must be sufficiently compacted, that is to say having a sufficient density to constitute a foundation effective for driving, particularly when it is intended to under a road.
  • Another known technique is to use a gamma probe and to measure the absorption of gamma rays by the embankment.
  • the object of the invention is to overcome these disadvantages.
  • the subject of the invention is also a device for controlling the compacting a backfill, comprising the features of claim 4.
  • the recording equipment may include one or more of the features of the dependent claims 5 to 11.
  • FIG. 1 shows a cross-sectional view of an embankment, designated by the general reference numeral 10, in which a line 12 runs.
  • the embankment 10 has two zones one of which, 14, constitutes a foundation for a roadway 16 and whose other zone, 18, constitutes a coating zone of the pipe 12.
  • FIG. 1 also shows a compaction control apparatus of the coating zone 18, designated by the general reference numeral 20, and disposed in the pipe 12.
  • This apparatus 20 controls the compaction of the embankment 10 by applying a force F on the inner surface of the wall of the pipe 12 so as to deform it, as shown in phantom in this figure, this deformation accompanied by a deformation consecutive to the coating zone 18 of the embankment.
  • the device calculates the dry density of the embankment from the values of the applied force and the deformation of the embankment, as well as the nature of the latter, and then compares the dry density thus calculated with a dry density value corresponding to compaction optimum backfill.
  • the device 20 for controlling the compaction of the embankment will now be described. 10 with reference to FIG.
  • the apparatus 20 comprises, mounted on a frame 22, means 24 for applying a force on the wall of the pipe 12, and means 26 measuring the resulting deformation of the embankment by measuring the deformation D of the wall of the pipe.
  • the means 24 for applying a force on the wall of the pipe comprise cylinders 28,30,32 and 34 arranged in pairs so that the cylinders 28 and 30 of one pairs exert, in operation, a force on the inner surface of the wall of the conduit 12 in a direction opposite to that exerted by the cylinders 32 and 34 of the other pair.
  • the jacks of each pair are arranged on either side of the measuring means 26.
  • They are for example constituted by air cylinders capable of exerting a pressure on the pipe in a range from 0 to 10 bars and are preferably double-acting cylinders, that is to say capable of being selectively controlled in tension or in thrust.
  • the cylinders 28,30,32 and 34 are connected to a connecting member 36 of the jacks at a pressurized fluid supply source (not shown).
  • a pressure sensor 38 is arranged in the fluid circuit each cylinder, between the connection member 36 and the latter, in to measure the force F applied to the wall of the pipe.
  • the means 26 for measuring the deformation of the wall 12 of the pipe comprise two measuring rods 40 and 42 extending in the extension of one of the other.
  • These measuring rods 40 and 42 are measuring rods of conventional type, appropriate for the intended use. They will not be described in detail by the after.
  • the force F exerted on the pipe is applied by means of two skids side 48 and 50 each mounted on the active ends of a cylinder of one of the pairs.
  • each pad 48 and 50 has two opposite end zones. 52 and 54 each having a cutout, such as 56, in which one end engages active actuator of a corresponding jack, and whose walls have orifices, such as 58, in which engage pins, such as 60, carried by the active end of each cylinder.
  • FIG. 2 also shows that the active face of the median zone 62 of each shoe 48 and 50 is equipped with a roller 64, fixed for example by screwing, with interposition of a washer 66, by means of which the force provided by the jacks is applied to the driving 12.
  • Each pad 48 and 50 and each roller 64, and the washer 66 which is associated, are pierced with coaxial orifices, such as 68, in which the active tip engages 44 measurement means, a spring 70 urging the frustoconical head 46 of the latter bearing against the inner face of the pad 48 and 50 corresponding.
  • Each pad is further provided with wheels, such as 72, oscillating mounted on a support 76 being mounted on the end zones 52 and 54 of each pad.
  • the control device which has just been described is completed by a central unit treatment unit (not shown) to which the measuring means are connected 26 as well as the pressure sensor 38.
  • This central unit can be arranged on the frame where it can be placed at a distance, the outside of the pipe 12. It comprises, stored in memory of the calculation algorithms allowing the control of compaction of the embankment, as described in detail above.
  • pads 78 and 80 equip the frame 22 on which the device rests in driving. Alternatively, these pads can be replaced by wheels.
  • the apparatus 20 should be arranged in line 12.
  • the central processing unit receives as input the value D of the consecutive displacement of the wall 12 of the pipe, which represents the value of the deformation of the embankment.
  • the stiffness of the embankment is calculated from a calculation of the global stiffness R of driving, by establishing the ratio between the value F of the force applied and the value D of the resulting deformation.
  • the optimum compaction being obtained when the value of the dry density reaches a maximum value, known under the name "Optimum Proctor", it is then simply necessary to compare the calculated dry density ⁇ d with a density value corresponding to the Optimum Proctor. , among a set of dry densities stored in memory in the central processing unit each corresponding to an optimum compaction of the embankment, for a type of material likely to enter the constitution of the embankment.
  • the cylinders 28, 30, 32 and 34 are controlled by traction so as to exert a force exerted against the force exerted by the spring 70, to reposition the pads 48 and 50 in the waiting position, in which the wheels 72 are applied against the wall of the pipe 12.
  • the device can then be easily moved to another location control.
  • rollers 64 preferably have a disc shape of which the diameter is substantially equal to 1/10 of the diameter of the pipe to maintain a mechanical similarity with the models used for establishing the relationships mentioned previously allowing the calculation of the dry density.

Landscapes

  • Life Sciences & Earth Sciences (AREA)
  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Geology (AREA)
  • Physics & Mathematics (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Environmental & Geological Engineering (AREA)
  • Fluid Mechanics (AREA)
  • Chemical & Material Sciences (AREA)
  • Geophysics (AREA)
  • Analytical Chemistry (AREA)
  • Soil Sciences (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
  • Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
  • Pipeline Systems (AREA)
  • Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)

Claims (11)

  1. Verfahren zum Steuern der Verdichtung einer Aufschüttung (10) für die Umhüllung einer Leitung (12), das die Schritte umfasst, die darin bestehen:
    auf die Aufschüttung (10) eine Kraft (F) in der Weise auszuüben, dass eine resultierende Verformbarkeit (D) dieser letzteren erhalten wird,
    die Verformung (D) der Aufschüttung zu messen,
       dadurch gekennzeichnet, dass es außerdem die Schritte umfasst, die darin bestehen:
    den Elastizitätsmodul der Aufschüttung (10) anhand der ausgeübten Kraft und der gemessenen Verformung zu berechnen,
    die Trockendichte der Aufschüttung (10) anhand des berechneten Elastizitätsmoduls und der Art der Aufschüttung zu bestimmen und
    die berechnete Trockendichte mit einem Trockendichtewert zu vergleichen, der einer optimalen Verdichtung der Aufschüttung entspricht,
       dass die auf die Aufschüttung ausgeübte Kraft über die Leitung (12) ausgeübt wird, indem auf die innere Oberfläche der Leitung (12) eine Kraft ausgeübt wird, und
       dass die Verformung der Aufschüttung durch Messen der Verformung der Wand der Leitung (12) erhalten wird.
  2. Verfahren nach Anspruch 1, dadurch gekennzeichnet, dass der Schritt des Ausübens der Kraft auf die Aufschüttung (10) darin besteht, auf zwei diametral gegenüberliegende Zonen der Wand der Leitung eine radiale Kraft in der Weise auszuüben, dass ihr transversaler Querschnitt im Wesentlichen oval wird.
  3. Verfahren nach einem der Ansprüche 1 und 2, dadurch gekennzeichnet, dass der Schritt des Berechnens des Elastizitätsmoduls der Aufschüttung (10) die Schritte umfasst, die darin bestehen, den Radius der Aufschüttung durch Berechnen des Verhältnisses zwischen dem Wert der ausgeübten Kraft (F) und dem Wert der resultierenden Verformung (D) zu berechnen und den Elastizitätsmodul der Aufschüttung (10) anhand des berechneten Radius zu berechnen.
  4. Vorrichtung für die Steuerung der Verdichtung einer Aufschüttung (10) für die Umhüllung einer Leitung (10) für die Ausführung eines Steuerverfahrens nach einem der Ansprüche 1 bis 3, dadurch gekennzeichnet, dass es Mittel (24), die auf die Wand der Leitung (12) eine Kraft in der Weise ausüben, dass sie verformt wird, Mittel (26) zum Messen der resultierenden Verformung (D) der Wand der Leitung (12) sowie eine Zentraleinheit umfasst, mit der die Messmittel (26) verbunden sind und die Mittel zum Berechnen der Trockendichte der Aufschüttung (10) anhand der Werte der ausgeübten Kraft (F) und der resultierenden Verformung (D) der Wand der Leitung (12) und Mittel zum Vergleichen des von den Berechnungsmitteln gelieferten Wertes der Trockendichte mit einem Trockendichtewert, der einer optimalen Verdichtung der Aufschüttung (10) entspricht, enthält.
  5. Steuervorrichtung nach Anspruch 4, dadurch gekennzeichnet, dass die Mittel (24) zum Ausüben einer Kraft auf die Wand der Leitung (12) wenigstens einen Stellzylinder (28, 30, 32, 34) umfassen, und dass sie außerdem einen Drucksensor (38) umfasst, der in dem Fluidkreis für die Versorgung des oder jedes Stellzylinders angeordnet und mit der Zentraleinheit verbunden ist.
  6. Steuervorrichtung nach Anspruch 5, dadurch gekennzeichnet, dass sie zwei Gruppen aus wenigstens einem Stellzylinder umfasst, wobei der oder die Stellzylinder einer der Gruppen im Betrieb eine Kraft (F) in einer Richtung ausüben, die zu der Kraft entgegengesetzt ist, die durch den oder die Stellzylinder der anderen Gruppe ausgeübt wird.
  7. Steuervorrichtung nach Anspruch 6, dadurch gekennzeichnet, dass die Stellzylindergruppe ein Paar Stellzylinder umfasst, die beiderseits der Mittel zum Messen der Verformung der Leitung angeordnet sind.
  8. Steuervorrichtung nach Anspruch 7, dadurch gekennzeichnet, dass sie zwei Kufen (48, 50) für die Abstützung an der inneren Oberfläche der Wand der Leitung (12) umfasst, die jeweils an den aktiven Enden der Stellzylinder und an einem der Paare der Stellzylinder angebracht sind.
  9. Steuervorrichtung nach Anspruch 8, dadurch gekennzeichnet, dass jede Kufe (48, 50) zwei gegenüberliegende Stimzonen (52, 54), die jeweils mit Mitteln (58) für die Anbringung an einem Stellzylinder versehen sind, und eine mittlere Zone (62), auf deren äußerer Fläche eine Rolle (64) für die Ausübung der Kraft auf die Leitung angebracht ist, umfasst.
  10. Steuervorrichtung nach Anspruch 9, dadurch gekennzeichnet, dass jede Rolle und jede Kufe (48, 50) mit einer Öffnung (68) für den Durchgang der Mittel (26) für die Messung der Verformung der Wand der Leitung versehen ist.
  11. Steuervorrichtung nach einem der Ansprüche 9 und 10, dadurch gekennzeichnet, dass jede Rolle (64) die Form einer Scheibe hat, deren Durchmesser im Wesentlichen gleich einem Zehntel des Durchmessers der Leitung ist.
EP99402610A 1998-10-30 1999-10-21 Verfahren und Vorrichtung zur Kontrolle der Dichtigkeit einer Aufschüttung Expired - Lifetime EP0997609B1 (de)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
FR9813694 1998-10-30
FR9813694A FR2785310B1 (fr) 1998-10-30 1998-10-30 Procede et appareil de controle du compactage d'un remblai

Publications (2)

Publication Number Publication Date
EP0997609A1 EP0997609A1 (de) 2000-05-03
EP0997609B1 true EP0997609B1 (de) 2004-01-21

Family

ID=9532224

Family Applications (1)

Application Number Title Priority Date Filing Date
EP99402610A Expired - Lifetime EP0997609B1 (de) 1998-10-30 1999-10-21 Verfahren und Vorrichtung zur Kontrolle der Dichtigkeit einer Aufschüttung

Country Status (7)

Country Link
US (1) US6389905B1 (de)
EP (1) EP0997609B1 (de)
AR (1) AR021027A1 (de)
AT (1) ATE258270T1 (de)
DE (1) DE69914281T2 (de)
ES (1) ES2215367T3 (de)
FR (1) FR2785310B1 (de)

Families Citing this family (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
FR2871570B1 (fr) * 2004-06-10 2006-09-29 Paris Eaux Gestion Dispositif de mesure de la rigidite d'une paroi et procede correspondant
US9264147B2 (en) * 2010-03-24 2016-02-16 Massachusetts Institute Of Technology Method and apparatus for phase shift keyed optical communications
JP6909025B2 (ja) * 2017-03-23 2021-07-28 大成建設株式会社 地盤改良体の測定装置および評価試験方法

Family Cites Families (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB1246961A (en) * 1967-10-04 1971-09-22 Plessey Co Ltd Improvements in or relating to the measurement of the wall thickness of tubular members
JPS59102009A (ja) * 1982-12-02 1984-06-12 Samu Denshi Kikai:Kk 原位置における動的地盤剪断試験の方法
US4650367A (en) * 1983-11-30 1987-03-17 Dietzler Daniel P Internally reinforced extruded plastic pipe
JPS62165134A (ja) * 1986-01-17 1987-07-21 Taisei Corp トンネル掘削における地山応力の測定方法
US4733567A (en) * 1986-06-23 1988-03-29 Shosei Serata Method and apparatus for measuring in situ earthen stresses and properties using a borehole probe
DE3712455C2 (de) * 1987-04-11 1994-04-07 Manfred Mueller Verdichtungsprüfgerät
US5042595A (en) * 1990-02-05 1991-08-27 La Corporation De L'ecole Polytechnique Method and device for in-situ determination of rheological properties of earth materials
US5105650A (en) * 1990-03-08 1992-04-21 Gas Research Institute Monitoring compaction of backfill
JP3353181B2 (ja) * 1994-06-27 2002-12-03 清水建設株式会社 Ｒｉ法による測定溝の掘削装置および該掘削装置を用いた測定装置
US5576485A (en) * 1995-04-03 1996-11-19 Serata; Shosei Single fracture method and apparatus for simultaneous measurement of in-situ earthen stress state and material properties

Also Published As

Publication number Publication date
ES2215367T3 (es) 2004-10-01
FR2785310B1 (fr) 2001-01-26
FR2785310A1 (fr) 2000-05-05
AR021027A1 (es) 2002-06-12
ATE258270T1 (de) 2004-02-15
DE69914281D1 (de) 2004-02-26
US6389905B1 (en) 2002-05-21
DE69914281T2 (de) 2004-11-25
EP0997609A1 (de) 2000-05-03

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