EP0146324A2 - Verfahren und Vorrichtung zum Messen in situ von Erdspannungen und Eigenschaften durch Anwendung einer Bohrlochsonde - Google Patents

Verfahren und Vorrichtung zum Messen in situ von Erdspannungen und Eigenschaften durch Anwendung einer Bohrlochsonde Download PDF

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Publication number
EP0146324A2
EP0146324A2 EP84308557A EP84308557A EP0146324A2 EP 0146324 A2 EP0146324 A2 EP 0146324A2 EP 84308557 A EP84308557 A EP 84308557A EP 84308557 A EP84308557 A EP 84308557A EP 0146324 A2 EP0146324 A2 EP 0146324A2
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EP
European Patent Office
Prior art keywords
probe
media
secured
cylindrical member
borehole
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Withdrawn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
EP84308557A
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English (en)
French (fr)
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EP0146324A3 (de
Inventor
Shosei Serata
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Serata Shosei
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Individual
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Filing date
Publication date
Application filed by Individual filed Critical Individual
Publication of EP0146324A2 publication Critical patent/EP0146324A2/de
Publication of EP0146324A3 publication Critical patent/EP0146324A3/de
Withdrawn legal-status Critical Current

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Classifications

    • 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
    • E21B33/00—Sealing or packing boreholes or wells
    • E21B33/10—Sealing or packing boreholes or wells in the borehole
    • E21B33/12—Packers; Plugs
    • E21B33/127—Packers; Plugs with inflatable sleeve
    • 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
    • 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

  • This invention relates to a method and apparatus for measuring in situ earthen stresses and properties using a borehole probe.
  • the present invention generally comprises a method and apparatus for determining the principal stress states as well as material properties such as tensile strength, shear strength, and deformation characteristics in earthen media surrounding a borehole.
  • a salient feature of the invention is that it can provide complete stress and property data in a very short time, approximately one to two orders of magnitude faster than prior art methods and devices.
  • the invention is also unique in that it can be used effectively to analyse complex ground formations, such as hard-brittle, soft-ductile, fractured, and stratified ground.
  • the apparatus of the present invention includes a unique borehole probe.
  • One embodiment of the borehole probe includes a soft outer plastic cylinder secured to a central mandrel and inflatable by hydraulic pressure conducted therethrough to impinge upon the sidewall of a borehole with controlled, time-varying pressure.
  • a plurality of LVDT diameter sensors are secured to the probe in planes perpendicular to the axis thereof and spaced angularly thereabout.
  • a plurality of acoustic transducers is also secured to the exterior of the probe to monitor acoustic emissions as well as to survey the earthen media with active ultrasonic scanning.
  • the cylinder inflation pressire is increased gradually to exceed both the tensile strength of the media and also the maximum and minimum tangential stresses therein to initiate fracture of the media surrounding the borehole.
  • the cylinder is then deflated to unload the fractured media, and gradually reinflated to first elastically deform the fractured media and then re-expand the fractures previously created.
  • the test may be repeated at incremental angles about the borehole axis to resolve the angular orientation of the principal stress vectors.
  • the diameter data together with the hydraulic pressure and the acoustic emissions data and ultrasonic data are correlated and analysed to determine the major and minor stress fields in the media, and also the tensile strength and yield strength of the borehole media.
  • the embodiment described above may be adapted for differing borehole diameters and pressure and elasticity requirements by providing interchangable plastic cylinders of differing thicknesses and materials.
  • Another embodiment of the borehole probe adapted for extremely high pressure work includes a plastic cylinder which is reinforced with a plurality of high strength cables extending longitudinally and disposed about the peripheral surface of the cylinder in sleeve-like fashion.
  • An outer layer of coil springs extends annularly about the cable sleeve to cause contraction of the assembly during hydraulic deflation and assure removability of the device from the borehole.
  • a plurality of strain gauges are secured within the probe and coupled through cantilever assemblies to sensing needles extending outwardly to the surface of the probe to measure the diametrical expansion of the probe under hydraulic inflation.
  • the borehole probe is designed for the measurement of stresses and material properties, it can also be utilised as a powerful rock breaker.
  • the probe is found to be especially effective for breaking extremely hard rocks.
  • Rock breaking by the probe is an alternative to conventional blasting methods in ground where such blasting is not acceptable due to possible damage from the blasting.
  • the probe 21 is also connected through an electrical cable 26 to a digital data recorder 27 which receives all the data from the diameter sensors and acoustic sensors mounted on the probe 21. This data is formatted and recorded on a magnetic media 28. The recorded data is retrieved through a playback unit 29, and processed and analysed by a computer and graphics system 31. The output data concerning stress states and properties of the ground media may be printed by a graphics plotter 32, or displayed on a video output of the system 31.
  • one embodiment 36 of the borehole probe 21 includes an expandable cylindrical section 37 which is connected in end adjacent relationship to a cylindrical electronics section 38.
  • the electronics section 38 includes circuitry for amplifying signals from sensors, and may also include analog/digital signal converting circuitry.
  • the expandable section 37 is comprised of a central mandrel 39 disposed coaxially and including a central bore 41 therein.
  • a cylindrical member 42 is secured about the mandrel in sleeve-like fashion, the member 42 being formed of a soft, elastic plastic material of generally high yield strength.
  • the opposed ends of the cylindrical member 42 include tapered portions 43 which are joined to end portions 44 of narrow diameter. As shown in Figs.
  • the mandrel includes hydraulic passages 46 extending from the bore 41 to the interstitial space between the peripheral surface of the mandrel and the interior surface of the member 42.
  • One end of the bore 41 is connected to the hydraulic supply line 23 to deliver pressurized fluid through the passages 46 and cause radial expansion of the member 42 against the sidewall of the borehole.
  • the pressure delivered can be selectively varied to cause expansion and fracture of the earthen media.
  • a salient feature of the present invention is the construction of the end portions of the section 37 which permits substantial radial expansion of the medial portion thereof while retaining and confining the substantial hydraulic pressure necessary to expand and fracture the borehole wall.
  • This construction is accomplished by a detachable cylindrical unit end cap assembly 57 fitted onto narrow diameter portions 44 of the cylinder 42.
  • a steel ring.53 is bonded to the respective distal end 54 of the cylinder 42.
  • An 0-ring seal 56 blocks hydraulic leakage between the mandrel and the ring 53.
  • the end cap assembly 57 is received about the end of the cylinder 42 and threaded to the mandrel to retain the assembly.
  • the end cap assembly 57 includes a steel cylinder 58, a set of a large number of bridging blocks 61, a coil spring 63, two cylindrical layers 51 of fine steel cables, and a cylindrical layer 52 of high strength fabric 52, all molded together into a single unit using soft urethane.
  • Each bridging block 61 includes a rounded end 62 which is fitted into a groove 59 formed in the steel cylinder 58. As the probe 36 expands, each block 61 rotates in the groove 59 to provide an umbrella- like opening of the end cap assembly 57 to bridge the large gap between the probe 36 and the borehole wall, as illustrated in Fig. 8.
  • the outward flare of the groove 59 permits the bridging blocks 61 to rotate outwardly about their rounded ends 62.
  • the sleeve-like cable layers 51 and the fabric lining 52 are provided to form a barrier which prevents the hydraulic pressure from driving the cylinder portion 44 into the space between the bridging blocks 61.
  • each block 61 there are approximately 40 of the retaining blocks 61, this number being large enough to reduce the separation between the individual blocks 61 when the device is expanded, yet not too large to weaken the strength of the individual blocks 61.
  • the rounded shape of the end 62 of each block 61 provides no sharp geometric change at the junction when the device is expanded.
  • the ring in the form of the coil spring 63 is disposed adjacent to the tapered portion 43 of the cylinder.
  • the ring 63 is positioned to limit the outward radial expansion of the ring-like array of blocks 61 and of the proximal ends of the cable layers 51.
  • the interstitial spaced between the individual components of the end cap assembly 57 are filled with a soft, easily deformed plastic substance which joins the components into a cohesive assembly.
  • the ring 63 is positioned to prevent the soft plastic from squeezing into the space between the individual blocks 61 under pressure.
  • a charge of hydraulic fluid under a pressure P may be pumped into the bore 41 to expand the cylinder 42.
  • the medial portion of the cylinder 42 expands, while the distal end portions are retained by the end cap assemblies 57 and undergo little expansion.
  • the sloping zone between the substantial radial expansion at the middle and the unexpanded ends are suppated by the end cap assemblies 57.
  • This flexible mechanical seal accommodates substantial radial expansion and contraction while retaining the high pressure hydraulic fluid.
  • the section 37 also includes devices for measuring the diametrical changes of the cylinder 42 as it is expanded against the borehole wall under varying hydraulic pressures.
  • a plurality of LVDT (Linear Variable Displacement Transducer) diameter sensors 67 is secured to the section 37, each sensor 67 being disposed in a transaxial, diametrical bore 68 extending through the mandrel 39 and the cylinder 42.
  • Each bore 68 is sealed at each end by a threaded plug 69.
  • the LVDT core is secured to one plug 69, and its coil is secured to the other. Relative movement between the core and the coil causes inductive changes therebetween which effect a signal passing through wires 71 to the electronics section 38.
  • the LVDT sensors are arrayed in increments of 45° about the axis of the devioe, to measure angular variations in borehole wall deformation under conditions of cyclic loading by the cylinder member 42.
  • the probe section 37 is designed to employ any one of a plurality of plastic cylinder members 42 of varying thickness, elasticity, and the like.
  • the end cap assembly construction permits the selection and interchange of cylinder members 42 according to the expected nature of the ground media and the'level of hydraulic pressure to be used.
  • the removability of the LVDT sensors from the cylinder members hastens their interchange, so that the instrument may be modified quickly in the field to accommodate in situ conditions.
  • transducers 73 are secured to the medial portion of the outer loading surfaces of the cylinder member 42.
  • the transducers 73 which comprise in the preferred embodiment piezoelectric crystals, are adhered to the surface in a pattern of plural circles about the cylinder 42, the transducers 73 being disposed at equal angle thereabout.
  • the lead wires may be passed through small diameter radial ports in the cylinder 42 which are filled and sealed with a suitable plastic material.
  • the transducers 73 may act as both acoustic emitters and acoustic sensors.
  • the transducers 73 may be used as an acoustic monitoring network to pickup acoustic emissions from the ground media which accompany events such as fracture failure.
  • events which often appear well-defined in idealized graphs but not necessarily in pressure vs. diameter expansion data, must be detected by correlating acoustic emissions of the ground media with diameter expansion of the borehole 22.
  • the fracture 74 radiates acoustic energy which traverses paths of differing length to reach the various transducer sensors 73.
  • the time delay in the received signals, together . with the phase relationships and the waveforms, can be used to determine information such as:
  • the acoustic transducers 73 may also be used as an active sonar network to probe the ground media around the borehole 22, as depicted in Fig. 5.
  • One of the transducers 73a is driven by an AC signal to radiate acoustically at high frequency. This signal is conducted and reflected through the ground media to the remaining transducers 73, which are operated as passive receivers,
  • the acoustic signals can be processed, using techniques well known in the prior art, to determine information such as the following:
  • the acoustic transducer network may be switched rapidly from passive acoustic monitoring to active sonar probing, so that both data streams may be correlated in virtually continuous fashion.
  • a salient feature of the present invention is the method for determining significant information on ground media, using an instrument such as the probe 36 described in the foregoing.
  • the stress field within the earthen media surrounding the borehole 22 can be resolved into principal stress vectors P and Q 01 the two vectors being orthogonal and disposed in a plane perpendicular to the borehole axis.
  • the media has a tensile strength T and that a tangential stress sigma sub theta exists at the borehole wall boundary.
  • the media may be surveyed ultrasonically before hydraulic loading to find any fractures, anomalies, unexpected stress fields, and the like. The hydraulic pressure is then increased from zero to point A in Fig.
  • the loading pressure is increased from points B to C, causing an increased rate of expansion with respect to the increasing pressure, due to the fact that induced fractures 76 are expanding.
  • the hydraulic loading is then reduced to zero permitting the probe to deflate and the borehole wall to contract.
  • the tensile strength of the media has been reduced to virtually zero, and the media has expanded, resulting in non-recoverable deformation 0-D.
  • Another loading cycle is then commenced, the pressure increasing from points D to S. This step causes elastic deformation before the fracture planes open once more at pressure E. From point E to point F the increasing pressure causes increasing expansion as the fracture planes open.
  • a further embodiment of the present invention is designed to adapt the probe to boreholes which are over-sized. It includes an exterior sleeve assembly 80 received about each end portion of the probe section 37 and disposed to occupy a substantial portion of the excess radial dimension of the borehole.
  • the sleeve assembly 80 includes a plurality of small rectangular blocks 81 arrayed in equal angular increments about the axis of the probe, each block 81 disposed in registration with and impinging on one of the blocks 61 of the end assembly 57.
  • the blocks 81 are embedded in a sleeve 82 formed of an elastic polymer material.
  • the blocks 81 act as spacers to limit the radial expansion of the cable layers 51, blocks 61, and the barrier ring 63. Without this spacer effect, the end assembly 57 would expand beyond safe limits, causing leakage of the hydraulic fluid or rupture of the cylinder 42.
  • the embodiments described in the preceding specification are designed to probe earthen media at pressures up to 10,000 psi. Beyond that limit and up to a maximum of 30,000 psi the probe embodiment depicted in Figs. 15-19 is provided to examine earthen media using high pressure deformation.
  • the mandrel 39 is replaced by a plurality of high strength cables which are capable of withstanding more axial tensile loading than the mandrel, and are more yielding in the radial direction than the cylinder member 42.
  • the cables extend longitudinally and are arrayed in sleeve-like fashion in two adjacent layers 83, the cables in each layer being wound in opposite directions.
  • a layer 84 of coil springs wound helically thereabout Disposed outwardly of the cable layers 83 is a layer 84 of coil springs wound helically thereabout.
  • the springs which are embedded in a yieldable plastic material, expand upon inflation of the probe. The spring restoring force assures that the probe will deflate and disengage the borehole sidewall.
  • the springs also protect the cable layer 83 from sharp edges and deep cracks in the borehole wall.
  • a layer 86 of fine fabric screens is disposed radially inwardly from the cable layer 83 and is directly adjacent thereto.
  • the layer 86 is composed of a coarse screen of steel braids, and a fine screen of high strength fabric.
  • the layer 86 comprises a flow barrier for a soft plastic cylinder 87 disposed concentrically and inwardly of the other layers.
  • the plastic cylinder 87 retains the pressurized hydraulic fluid.
  • the probe expands as depicted in Fig. 16 and grows shorter in the axial dimension.
  • the ends of the probe are held together by end caps 88 which join the various layers by compressive engagement thereof against the cylinder 87.
  • This probe embodiment has a self-sealing capability when expanded into a borehole with a diameter much larger than the probe diameter.
  • the sealing function is provided by the cable layers 83 which can support the full force and deformation under loading pressure, up to 30,000 psi.
  • the present embodiment also includes a novel diameter sensing assembly which is designed to accommodate the large diameter changes experienced under extremely high pressure, as well as the significant foreshortening effect along the axis of the probe, as illustrated by comparing Figs. 15 and 16.
  • This assembly includes a central post 91 extending axially inwardly from each of the end caps 88.
  • a collar 92 is secured about each post 91 in slidable fashion, and a plurality of cantilever arms 93 extend inwardly from the collar 92 parallel to the axis, as shown in Figs. 17 and 18.
  • the cantilever arms 93 are disposed in a ring array about the collar 92 and secured at one end thereto so as to move with the collar 92 as it slides on the post 91.
  • a pair of SR-4 strain gauges 90 is secured to the inner and outer surfaces of each arm 93 close to the collar 92.
  • each of the cantilever arms 93 is provided with a tapered, threaded socket 94 formed in the radially outwardly facing surface thereof.
  • a plurality of sensing needles 96 are also provided, each having a sensing head 97 threaded into an appropriately formed socket in the plastic material of the outer spring layer 84.
  • the inner end of each needle 96 is secured in the socket 94 of a respective cantilever arm 93, thus connecting the outer loading surface of the probe with the movable ends of the cantilever arms 93.
  • the arms 93 are sufficiently long so that the needles 96 may be positioned in a medial portion of the expandable probe, thereby measuring the maximum diameter changes of the probe.
  • the needles 96 are arrayed in a common plane which is transverse to the axis of the probe, the needles 96 being angularly spaced in correspondence with their respective cantilever arms 93.
  • the sensing needles 96 pull the ends of the cantilever arms 93 radially outwardly and create a strain in the arms 93.
  • This strain is detected by the strain gauges 90, and the signals from the strain gauges 90 may be correlated with radial movement of the respective sensing head 97.
  • the array of cantilever arms 93 provides readings at relatively small angular increments about the axis of the probe, so that significant events induced by the expanding probe may be resolved with sufficient angular accuracy. It should be noted that as the inflating probe becomes shorter, the engagement of the needles 96 with the cantilever arms 93 will cause each collar 92 to slide along its post 91. This movement prevents the build up of tensile stress in the arms 93 which would otherwise affect the functioning thereof.

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  • Life Sciences & Earth Sciences (AREA)
  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Geology (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Fluid Mechanics (AREA)
  • Environmental & Geological Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Paleontology (AREA)
  • Analytical Chemistry (AREA)
  • Soil Sciences (AREA)
  • Chemical & Material Sciences (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
  • Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
  • Geophysics And Detection Of Objects (AREA)
EP84308557A 1983-12-20 1984-12-10 Verfahren und Vorrichtung zum Messen in situ von Erdspannungen und Eigenschaften durch Anwendung einer Bohrlochsonde Withdrawn EP0146324A3 (de)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
US56360683A 1983-12-20 1983-12-20
US563606 1983-12-20

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EP0146324A2 true EP0146324A2 (de) 1985-06-26
EP0146324A3 EP0146324A3 (de) 1986-07-09

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JP (1) JPS60156817A (de)

Cited By (14)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
FR2649753A1 (fr) * 1989-07-12 1991-01-18 Gaiatech Procede d'essai de forage
US5165276A (en) * 1990-12-07 1992-11-24 Schlumberger Technology Corporation Downhole measurements using very short fractures
EP0522628A2 (de) * 1991-07-11 1993-01-13 Services Petroliers Schlumberger Verfahren und Vorrichtung zur Spaltenbildung
DE4129562A1 (de) * 1991-09-03 1993-03-11 Zentralinstitut Fuer Physik De Bohrlochstrainmeter
EP0541090A1 (de) * 1991-11-06 1993-05-12 Baker Hughes Incorporated Wiederaufblasbarer Packer für Aussenfutterrohre und Verfahren zum Verrohren
US5366020A (en) * 1991-11-06 1994-11-22 Baker Hughes Incorporated Reinflatable external casting packer and method of casing
WO1997031175A1 (en) * 1996-02-26 1997-08-28 Aberdeen University Moling apparatus and a ground sensing system therefor
NL1004530C2 (nl) * 1996-11-14 1998-05-18 Stichting Ct Ondergronds Bouwe Werkwijze en inrichting voor bodemonderzoek.
FR2798698A1 (fr) 1999-09-22 2001-03-23 Gaiatech Procede et appareil d'essai de terrain a partir d'un forage
FR2912776A1 (fr) * 2007-02-15 2008-08-22 Datc Europ Sa Sonde a corps plein
FR2914419A1 (fr) * 2007-03-30 2008-10-03 Datc Europ Sa Dispositif de protection d'une sonde geotechnique ou geophysique
CN111638135A (zh) * 2020-06-07 2020-09-08 河南工程学院 一种巷道围岩破坏与支护模拟装置及其实验方法
CN115478843A (zh) * 2022-09-28 2022-12-16 中国石油大学(北京) 一种基于声波探测的鸡蛋壳地层识别装置
CN117516428A (zh) * 2024-01-05 2024-02-06 中电建路桥集团有限公司 一种地下室混凝土裂缝检测装置

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP4896786B2 (ja) * 2007-03-26 2012-03-14 三菱電機株式会社 ガス絶縁開閉装置

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DE674880C (de) * 1935-06-23 1939-04-24 Feodor Hoernlimann Dipl Ing Vorrichtung zum Bestimmen der Tragfaehigkeit des Erdbodens
USRE22483E (en) * 1944-05-23 Cementing
US3227462A (en) * 1964-06-10 1966-01-04 Otis Eng Co Seal assemblies for tubular conductors
FR1561771A (de) * 1967-05-01 1969-03-28
US3572114A (en) * 1968-08-12 1971-03-23 Konstantin Vladimirovich Ruppe Device for evaluating deformation characteristics of rocks in situ
US3796091A (en) * 1972-10-02 1974-03-12 S Serata Borehole stress-property measuring system
US3961524A (en) * 1975-05-06 1976-06-08 The United States Of America As Represented By The Secretary Of The Interior Method and apparatus for determining rock stress in situ
US3970144A (en) * 1975-08-11 1976-07-20 Boykin Jr Robert O Subsurface shutoff valve and control means
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US3227462A (en) * 1964-06-10 1966-01-04 Otis Eng Co Seal assemblies for tubular conductors
FR1561771A (de) * 1967-05-01 1969-03-28
US3572114A (en) * 1968-08-12 1971-03-23 Konstantin Vladimirovich Ruppe Device for evaluating deformation characteristics of rocks in situ
US3796091A (en) * 1972-10-02 1974-03-12 S Serata Borehole stress-property measuring system
US3961524A (en) * 1975-05-06 1976-06-08 The United States Of America As Represented By The Secretary Of The Interior Method and apparatus for determining rock stress in situ
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JPS57174520A (en) * 1981-04-18 1982-10-27 Hanshin Consultant:Kk Method and apparatus for measuring strength of ground

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Title
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Cited By (22)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO1991000951A1 (fr) * 1989-07-12 1991-01-24 Societe Gaiatech Procede d'essai de forage
FR2649753A1 (fr) * 1989-07-12 1991-01-18 Gaiatech Procede d'essai de forage
US5165276A (en) * 1990-12-07 1992-11-24 Schlumberger Technology Corporation Downhole measurements using very short fractures
US5295393A (en) * 1991-07-01 1994-03-22 Schlumberger Technology Corporation Fracturing method and apparatus
EP0522628A2 (de) * 1991-07-11 1993-01-13 Services Petroliers Schlumberger Verfahren und Vorrichtung zur Spaltenbildung
EP0522628A3 (en) * 1991-07-11 1993-05-05 Services Petroliers Schlumberger Fracturing method and apparatus
DE4129562A1 (de) * 1991-09-03 1993-03-11 Zentralinstitut Fuer Physik De Bohrlochstrainmeter
EP0541090A1 (de) * 1991-11-06 1993-05-12 Baker Hughes Incorporated Wiederaufblasbarer Packer für Aussenfutterrohre und Verfahren zum Verrohren
US5366020A (en) * 1991-11-06 1994-11-22 Baker Hughes Incorporated Reinflatable external casting packer and method of casing
US6176325B1 (en) 1996-02-26 2001-01-23 Aberdeen University Moling apparatus and a ground sensing system therefor
WO1997031175A1 (en) * 1996-02-26 1997-08-28 Aberdeen University Moling apparatus and a ground sensing system therefor
NL1004530C2 (nl) * 1996-11-14 1998-05-18 Stichting Ct Ondergronds Bouwe Werkwijze en inrichting voor bodemonderzoek.
FR2798698A1 (fr) 1999-09-22 2001-03-23 Gaiatech Procede et appareil d'essai de terrain a partir d'un forage
FR2912776A1 (fr) * 2007-02-15 2008-08-22 Datc Europ Sa Sonde a corps plein
WO2008125749A1 (fr) * 2007-02-15 2008-10-23 Datc Europe Sonde a corps plein
FR2914419A1 (fr) * 2007-03-30 2008-10-03 Datc Europ Sa Dispositif de protection d'une sonde geotechnique ou geophysique
WO2008132415A1 (fr) * 2007-03-30 2008-11-06 Datc Europe Dispositif de protection d'une sonde geotechnique ou geophysique
CN111638135A (zh) * 2020-06-07 2020-09-08 河南工程学院 一种巷道围岩破坏与支护模拟装置及其实验方法
CN115478843A (zh) * 2022-09-28 2022-12-16 中国石油大学(北京) 一种基于声波探测的鸡蛋壳地层识别装置
CN115478843B (zh) * 2022-09-28 2024-06-11 中国石油大学(北京) 一种基于声波探测的鸡蛋壳地层识别装置
CN117516428A (zh) * 2024-01-05 2024-02-06 中电建路桥集团有限公司 一种地下室混凝土裂缝检测装置
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