EP3669029B1 - Statisches penetrometer zur beurteilung des verflüssigbaren charakters von boden und zugehöriges verfahren - Google Patents

Statisches penetrometer zur beurteilung des verflüssigbaren charakters von boden und zugehöriges verfahren Download PDF

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EP3669029B1
EP3669029B1 EP18765956.0A EP18765956A EP3669029B1 EP 3669029 B1 EP3669029 B1 EP 3669029B1 EP 18765956 A EP18765956 A EP 18765956A EP 3669029 B1 EP3669029 B1 EP 3669029B1
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soil
movable body
movement
evaluating
central rod
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EP18765956.0A
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English (en)
French (fr)
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EP3669029A1 (de
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Pierre RIEGEL
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EquatechR&d
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EquatechR&d
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    • 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
    • E02D1/02—Investigation of foundation soil in situ before construction work
    • E02D1/022—Investigation of foundation soil in situ before construction work by investigating mechanical properties of the soil

Definitions

  • the present invention relates to the field of geotechnics and geology. It relates to a device for measuring the resistance to soil penetration, commonly called a penetrometer, and an associated measurement method. It relates in particular to a static penetrometer for carrying out tests for evaluating the liquefiable character of a soil.
  • the new earthquake-resistant standards lead to systematizing, during geotechnical studies in seismic zones, the characterization of soils with regard to the risk of liquefaction.
  • the liquefaction of a soil during a seismic movement refers to the decrease in the rigidity of said soil and / or the decrease in its shear resistance, due to the increase in the pressure of the pore water.
  • a penetrometer conventionally comprises rods connected end to end to form a string of rods at the end of which is fixed a measuring tip, intended to sink into the ground to depths which may reach several tens of meters.
  • the drill string In static mode, the drill string is pushed by jacks, causing the progressive insertion of the measuring tip; the latter measures the point resistance and possibly the lateral friction on a cylindrical sleeve located above the point. These measurements are recorded continuously or discontinuously at regular intervals.
  • the static measurement of resistance to soil penetration is undoubtedly the most precise because it is carried out directly on the measuring tip, at the bottom of the borehole.
  • in situ measurements are usually carried out from standard penetration tests (SPT) or cone penetration tests (CPT), in particular piezocone soundings (CPTU).
  • SPT standard penetration tests
  • CPT cone penetration tests
  • CPTU piezocone soundings
  • the raw measurements resulting from these tests are then used to determine standardized variables allowing the evaluation of the standardized resistance of the soil; this normalized resistance is then compared to the normalized stress of the site.
  • Soil samples can also be taken with a view to determining grain size curves in the laboratory.
  • the challenge is to propose methods for identifying liquefiable soils, on the one hand relatively direct, avoiding empirical correlations, and on the other hand relatively simple, in particular avoiding the complexity of implementing piezocone tests or cyclic loading in the laboratory.
  • An object of the present invention is to provide an alternative solution to the solutions of the state of the art, in particular a static penetrometer, simple to use and allowing a more direct evaluation of the liquefiable character of a soil.
  • the applicant has developed a method for the pre-identification of liquefiable soils (cf. H. Hosseini-Sadrabadi et al, "Identification of liquefiable soils by static penetrometer: principle and digital modeling", National Days of Geotechnics and Engineering Geology, Nancy 2016 ) using a static penetrometer.
  • This method is based on static penetration tests with double measurement: a measurement of the tip resistance at a constant driving speed of 2cm / s (noted Q vs 2 cm / s - static mode) and a measurement of the peak resistance at standstill (noted Q vs To r r ê t ).
  • the present invention relates to a penetrometer 100 for the evaluation by direct measurement of the liquefiable character of a soil.
  • the penetrometer 100 according to the invention will make it possible to carry out tests, directly at the given depth of zone A (to return to the example illustrated in figure 1 ), in order to more directly assess the liquefiable character of the soil layers concerned and assess the associated risks.
  • the penetrometer 100 ( figure 2 ) comprises at least one central rod 1 terminated at a first end by a measuring tip 11. It also comprises at least one hollow tube 2 surrounding the central rod 1. The respective diameters of the hollow tube 2 and of the central rod 1 are suitable so that the latter can slide freely inside the hollow tube 2.
  • the couple formed by the central rod 1 and the hollow tube 2 is intended to sink into the ground, the tip 11 at the head.
  • additional rods 1 and tubes 2 can be connected end to end, to form a train of rod / tube pairs, which can be driven into the ground for several tens of meters.
  • the penetrometer 100 further comprises an electric jack 6 comprising an external body 61 integral with the hollow tube 2 and a movable body 62 able to come into contact with the central rod 1.
  • the movable body 62 is capable of achieving a maximum displacement of 75mm between a retracted position (movable body 62 retracted) and a deployed position (movable body 62 extended to the maximum).
  • the movable body 62 is configured to transmit a displacement to a second end 12 of the central rod 1, which displacement will lead to a controlled depression of the measuring tip 11 into the ground.
  • controlled sinks will be carried out successively from the given depth P A , in the suspect zone A ( figure 1 ).
  • the power of the electric actuator motor is preferably chosen so that the movable body 62 is capable of applying a pressure between 10 and 40 bars: this range of pressures makes it possible to address the characteristic stresses (10-30 bars) measured at peak in soil layers at risk of liquefaction.
  • the motor of the electric jack 6 is also chosen so that the speed of movement of the movable body 62 can vary between a few mm / s and about 16 cm / s, so that the detection of the effective loss of lift of the ground (case of a liquefiable sol) is not affected by the technical limits of the device (as will be detailed later in the process).
  • the movable body 62 is also configured to measure the force applied to effect said displacement.
  • the applied force is representative of the resistance to soil penetration at the level of the measuring tip 11.
  • the electric jack 6 therefore comprises a force or stress sensor (not shown) for measuring this force.
  • the movable body 62 is able to apply a vibration to the second end 12 of the central rod 1, at a determined frequency.
  • the determined frequency is advantageously between 1 and 5 Hertz.
  • This frequency range is characteristic of earthquakes, according to current seismological knowledge; we will see later in the description of the method according to the invention, that the vibration in this frequency range makes it possible to modify the properties of the ground and to evaluate the evolution of its lift in the event of an earthquake.
  • the electric jack 6 is electronically controlled: the actuation and the speed of the movable body 62 to effect a movement, the force applied during the depression, the measurement of the reaction force of the rod 1 and the vibration of the movable body 62 can thus be carried out according to programmed sequences or be slaved to one another.
  • the penetrometer 100 advantageously comprises a cell in contact (or integral with) the hollow tube 2.
  • the cell (not shown) may for example be secured to the hollow tube 2 by means of a clamping jaw 3.
  • the cell is intended to transmit a support force, applied by support means, so as to cause a depression in static mode in the ground of the couple formed by the hollow tube 2 and the central rod 1 up to ( or the given depth (s) to be investigated.
  • the support means may in particular consist of a hydraulic cylinder.
  • the movable part of the hydraulic cylinder fixed to the cell applies to it the support force necessary for the continuous sinking of the tube / rod pair.
  • the fixed part of the hydraulic cylinder must be fixed directly or indirectly to a reaction block.
  • the support means may comprise a self-propelled hydraulic unit, to actuate the hydraulic cylinder.
  • the support means are held by a frame.
  • the frame is provided with at least one mechanical connecting element intended to be connected to a reaction block.
  • This mechanical connecting element could for example consist of a hydraulic or mechanical clamp, or else a vice of the same type.
  • the fact that the frame is equipped with such a mechanical connecting element makes it connectable to any kind of reaction block.
  • the present invention also relates to a method for evaluating the liquefiable character of a soil. It will be described in the case of the use of the penetrometer 100 described above. However, it should be noted that a penetrometer of different design, but capable of performing the characteristic functions of the penetrometer 100 according to the invention could very well be used to carry out the steps of the method below.
  • the process for the evaluation of the liquefiable character of a soil comprises different steps ( figure 3 ).
  • Step a) consists in driving the couple formed by the hollow tube 2 and the central rod 1 into the ground to bring the measuring tip 11 to a given depth of investigation (for example P A with reference to the figure 1 ).
  • the measuring tip 11 is preferably in abutment against the hollow tube 2 and the movable body 62 of the electric cylinder is in the retracted position ( figure 3 - a )).
  • the movable body 62 is not in contact with the second end 12 of the central rod 1.
  • the support means via the cell, make it possible to achieve this depression to the given depth. .
  • step b) is carried out; it consists in actuating the movable body 62 to place it in contact with the second end 12 of the central rod 1.
  • This step b) is optional and would in particular not be useful in the event that the movable body 62, in the retracted position, would be already in contact with the second end 12.
  • step c) consists in actuating the movable body 62 so that it performs a first displacement D1, inducing a first controlled depression of the measuring tip 11 into the ground.
  • the first displacement D1 is preferably carried out at constant speed.
  • the first displacement D1 (corresponding to the amplitude of the first depression) is 10mm, carried out for example at a speed of 2cm / s.
  • Step c) also provides for the measurement of the force applied to effect said first displacement D1.
  • This measurement of the applied force representative of the resistance of the ground, makes it possible to verify that the peak resistance Q vs 2 cm / s measured at the given depth P A is substantially identical to that measured during the pre-diagnosis at this same depth.
  • the measurement of the reaction force transmitted by the second end 12 to the movable body 62, at standstill is also provided in step c).
  • the next step d) consists in applying a vibration at a determined frequency to the second end 12 of the central rod 1 by means of the movable body 62 and simultaneously actuating the movable body 62 so that it performs a second displacement D2 , inducing a second controlled insertion of the measuring tip 11 into the ground ( figure 3 - d )).
  • the determined frequency is between 1 and 5 Hertz, characteristic frequencies of earthquakes.
  • the objective here is to apply locally constraints likely to modify the properties of the soil layer, as could an earthquake.
  • the movable body 62 performs a second displacement D2 which causes a second depression of the measuring tip 11 in the layer of soil placed under vibratory stress.
  • the second displacement D2 (corresponding to the amplitude of the second depression) is 30mm.
  • Step d) also provides for the measurement of the force applied to effect the second displacement D2: the measured values of the force applied reflect the change in the peak resistance Q c during this second controlled depression.
  • the speed of the second displacement D 2 is adjusted so as to keep the applied force substantially constant.
  • the second displacement D2 is therefore advantageously carried out with a constant load (applied force).
  • an applied force is aimed at substantially equal to the value of the applied force representative of the peak resistance.
  • the speed of the second displacement D 2 is therefore automatically increased or decreased as a function of the force measured during step d), with the aim of keeping the latter substantially constant.
  • the second displacement D2 is then carried out at a low speed, the latter being adjusted so as to keep the force applied to effect said second displacement substantially constant. D2. In such a case, it appears that the soil layer does not change suddenly with a vibratory stress.
  • the layer of soil can very quickly lose its resistance under the vibratory stress: the second displacement D2 is then carried out at a high speed, the latter being adjusted so as to keep the force constant as much as possible. applied to perform said second displacement D2.
  • the motor of the electric jack 6 is chosen so that the speed of movement of the movable body 62 can reach approximately 16 cm / s, in order to be able to follow a sudden loss of lift of the layer of soil studied.
  • next step e) consists in stopping the vibration.
  • Step f) then provides for actuating the movable body 62 so that it performs a third displacement D3, inducing a third controlled depression of the measuring tip 11 in the ground ( figure 3 - f )).
  • Step f) also provides for measuring the force applied to effect this third displacement D3.
  • the third displacement D3 is preferably carried out at constant speed.
  • the third displacement D3 (corresponding to the amplitude of the third depression) is 10mm, carried out for example at a speed of 2cm / s.
  • step f in the absence of vibratory stress, the soil layer can see its resistance evolve in different ways, depending on the characteristics of said layer.
  • a layer having quickly lost its resistance under vibratory stress may, in the absence of the latter, regain its initial resistance.
  • Q vs 2 cm / s it is a behavior of liquefiable soil (for example curve (a) on the figure 4 ).
  • a layer having quickly lost its resistance under vibratory stress may, in the absence of the latter, return during the third controlled depression to a resistance Q c lower than its initial resistance.
  • Q vs 2 cm / s this can translate a phenomenon of the large deformation type (for example, curve (b) on the figure 4 ), the resistance properties of the soil layer having been irreversibly modified by the vibration.
  • a layer having rapidly lost its resistance under vibratory stress may, in the absence of the latter, return during the third controlled depression to a resistance Q c greater than its initial resistance.
  • Q vs 2 cm / s this may reflect a phenomenon of densification (for example, curve (c) on the figure 4 ), the resistance of the soil layer having been reinforced by vibration.
  • the measurement of the reaction force transmitted by the second end 12 to the movable body 62, when stationary, after the third depression, is also provided in step f).
  • Steps a) to f) may be repeated for other given investigation depths, so as to analyze successive soil layers included in a suspect zone A of greater or lesser thickness.
  • the method and the penetrometer 100 according to the invention thus make it possible to evaluate the liquefiable character of the soil layer analyzed, from the speed of realization of the second displacement D 2 .
  • the more or less sudden reduction in the resistance of the soil under vibratory stress is a key criterion of the liquefiable character.
  • the invention also provides important information on the bearing properties of the soil layer analyzed, following a vibratory stress, making it possible to anticipate potential irreversible changes in the resistance of the soil.

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  • Engineering & Computer Science (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Soil Sciences (AREA)
  • Analytical Chemistry (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Chemical & Material Sciences (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
  • Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)

Claims (13)

  1. Penetrometer (100) zum Bewerten einer verflüssigbaren Beschaffenheit eines Bodens, das Folgendes umfasst:
    • wenigstens einen zentralen Stab (1), der an einem ersten Ende mit einer Messspitze (11) endet;
    • wenigstens ein hohles Rohr (2), das den zentralen Stab (1) umgibt, wobei letzterer geeignet ist, innerhalb des hohlen Rohrs (2) zu gleiten; das Penetrometer (100) dadurch gekennzeichnet ist, dass es einen elektrischen
    Zylinder (6) umfasst, der einen Außenkörper (61), der mit dem hohlen Rohr (2) fest verbunden ist, und einen beweglichen Körper (62) aufweist, wobei der bewegliche Körper (62) für Folgendes konfiguriert ist:
    • zum Übertragen einer Bewegung auf ein zweites Ende (12) des zentralen Stabs (1), die zu einem gesteuerten Einsenken der Messspitze (11) in den Boden führt, und zum Messen einer Kraft, die zum Durchführen der Bewegung aufgebracht wird,
    • und zum Aufbringen einer Schwingung auf das zweite Ende (12) des zentralen Stabs (1) mit einer bestimmten Frequenz.
  2. Penetrometer (100) nach dem vorhergehenden Anspruch, wobei die bestimmte Frequenz zwischen 1 bis 5 Hertz liegt.
  3. Penetrometer (100) nach einem der vorhergehenden Ansprüche, wobei der elektrische Zylinder (6) elektronisch gesteuert wird, so dass die Betätigung und die Geschwindigkeit des beweglichen Körpers (62) zum Durchführen einer Bewegung, die aufgebrachte Kraft und das Aufbringen oder das Stoppen von Schwingung gemäß programmierten Sequenzen durchgeführt werden oder abhängig voneinander gesteuert werden können.
  4. Penetrometer (100) nach einem der vorhergehenden Ansprüche, das eine mit dem hohlen Rohr (2) fest verbundene Zelle umfasst, die dafür bestimmt ist, eine Stützkraft zu übertragen, die durch Stützmittel aufgebracht wird, so dass eine Einsenkung in den Boden durch das hohle Rohr (2) und den zentralen Stab (1) bis zu einer gegebenen Tiefe verursacht wird.
  5. Verfahren zum Bewerten einer verflüssigbaren Beschaffenheit eines Bodens unter Verwendung des Penetrometers (100) nach einem der vorhergehenden Ansprüche und das die folgenden Schritte umfasst:
    a) Einsenken, in den Boden, des Paars, das aus dem hohlen Rohr (2) und dem zentralen Stab (1) ausgebildet ist, zum Führen der Messspitze (11) an eine gegebene Tiefe, wobei die Messspitze (11) an dem hohlen Rohr (2) anliegt;
    c) Betätigen des beweglichen Körpers (62), so dass er eine erste Bewegung durchführt, wobei ein erstes gesteuertes Einsinken der Messspitze (11) in den Boden veranlasst wird,
    wobei das Verfahren dadurch gekennzeichnet ist, dass Schritt c) das Messen der aufgebrachten Kraft zum Durchführen der ersten Bewegung vorsieht, und dass es ferner die folgenden Schritte umfasst:
    d) Aufbringen einer Schwingung mit einer bestimmten Frequenz auf das zweite Ende (12) des zentralen Stabs (1) durch den beweglichen Körper (62) und gleichzeitig Betätigen des beweglichen Körpers (62), so dass er eine zweite Bewegung durchführt, wodurch ein zweites gesteuertes Einsinken der Messspitze (11) in den Boden veranlasst wird; und Messen der Kraft, die zum Durchführen der zweiten Bewegung aufgebracht wird;
    e) Stoppen der Schwingung;
    f) Betätigen des beweglichen Körpers (62), so dass er eine dritte Bewegung durchführt, wobei ein drittes gesteuertes Einsinken der Messspitze in den Boden veranlasst wird, und Messen der Kraft, die zum Durchführen der dritten Bewegung aufgebracht wird.
  6. Verfahren zum Bewerten einer verflüssigbaren Beschaffenheit eines Bodens nach den vorhergehenden Ansprüchen, das vor dem Schritt c) den folgenden Schritt b) umfasst:
    b) Betätigen des beweglichen Körpers (62), um ihn in Berührung mit dem zweiten Ende (12) des zentralen Stabs (1) zu bringen.
  7. Verfahren zum Bewerten der verflüssigbaren Beschaffenheit eines Bodens nach einem der zwei vorhergehenden Ansprüche, wobei der Schritt c) auch das Messen der Reaktionskraft umfasst, die durch das zweite Ende (12) auf den beweglichen Körper (62) bei dem Stoppen übertragen wird, nach der ersten Einsenkung.
  8. Verfahren zum Bewerten der verflüssigbaren Beschaffenheit eines Bodens nach einem der drei vorhergehenden Ansprüche, wobei der Schritt f) auch das Messen der Reaktionskraft umfasst, die durch das zweite Ende (12) auf den beweglichen Körper (62) bei dem Stoppen übertragen wird, nach der dritten Einsenkung.
  9. Verfahren zum Bewerten der verflüssigbaren Beschaffenheit eines Bodens nach einem der vier vorhergehenden Ansprüche, wobei in Schritt d) die Geschwindigkeit der zweiten Bewegung so eingestellt ist, dass die gemessene aufgebrachte Kraft im Wesentlichen konstant bleibt.
  10. Verfahren zum Bewerten der verflüssigbaren Beschaffenheit eines Bodens nach einem der fünf vorhergehenden Ansprüche, wobei in Schritt d) die Geschwindigkeit der zweiten Bewegung so eingestellt ist, dass die gemessene aufgebrachte Kraft im Wesentlichen gleich bleibt oder sich näher an die gemessene aufgebrachte Kraft in Schritt c) annähert.
  11. Verfahren zum Bewerten der verflüssigbaren Beschaffenheit eines Bodens nach einem der vorhergehenden sechs Ansprüche, wobei die Geschwindigkeit der Bewegung des beweglichen Körpers (62) 16 cm/s erreichen kann.
  12. Verfahren zum Bewerten der verflüssigbaren Beschaffenheit eines Bodens nach einem der vorhergehenden sieben Ansprüche, wobei die maximale Bewegung zwischen einer eingezogenen Position und einer ausgefahrenen Position des beweglichen Körpers (62) 75 mm beträgt.
  13. Verfahren zum Bewerten der verflüssigbaren Beschaffenheit eines Bodens nach einem der acht vorhergehenden Ansprüche, wobei die erste Bewegung des beweglichen Körpers (62) 10 mm beträgt, die zweite Bewegung 30 mm beträgt und die dritte Bewegung 10 mm beträgt.
EP18765956.0A 2017-08-18 2018-08-14 Statisches penetrometer zur beurteilung des verflüssigbaren charakters von boden und zugehöriges verfahren Active EP3669029B1 (de)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
FR1757732A FR3070170B1 (fr) 2017-08-18 2017-08-18 Penetrometre statique pour l'evaluation du caractere liquefiable d'un sol et procede associe
PCT/FR2018/052062 WO2019034822A1 (fr) 2017-08-18 2018-08-14 Penetrometre statique pour l'evaluation du caractere liquefiable d'un sol et procede associe

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EP3669029A1 EP3669029A1 (de) 2020-06-24
EP3669029B1 true EP3669029B1 (de) 2021-10-06

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Country Status (6)

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EP (1) EP3669029B1 (de)
JP (1) JP7138173B2 (de)
ES (1) ES2902928T3 (de)
FR (1) FR3070170B1 (de)
PT (1) PT3669029T (de)
WO (1) WO2019034822A1 (de)

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Publication number Priority date Publication date Assignee Title
JP7456973B2 (ja) 2021-04-28 2024-03-27 大成建設株式会社 針貫入測定装置

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
FR2584186B1 (fr) * 1985-06-28 1989-05-26 Hurtado Jean Dispositif de mesure des caracteristiques des sols par penetration statique-dynamique
GB2341936B (en) * 1998-09-23 2000-08-16 Adas Consulting Ltd Measuring the energy absorbing capacity of a substrate
US6615653B1 (en) 2001-09-27 2003-09-09 Geosierra, Llc In situ method for determining soil liquefaction tendency and its prevention by electro-osmosis
JP3876318B2 (ja) 2003-05-23 2007-01-31 独立行政法人産業技術総合研究所 貫入プローブ
JP6841704B2 (ja) 2017-03-30 2021-03-10 積水化学工業株式会社 地盤改良方法

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FR3070170B1 (fr) 2019-09-06
PT3669029T (pt) 2022-01-11
ES2902928T3 (es) 2022-03-30
JP2020531721A (ja) 2020-11-05
EP3669029A1 (de) 2020-06-24
WO2019034822A1 (fr) 2019-02-21
JP7138173B2 (ja) 2022-09-15
FR3070170A1 (fr) 2019-02-22

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