WO2010059949A2 - Procédé et dispositif de mesure de pression souterraine - Google Patents

Procédé et dispositif de mesure de pression souterraine Download PDF

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Publication number
WO2010059949A2
WO2010059949A2 PCT/US2009/065348 US2009065348W WO2010059949A2 WO 2010059949 A2 WO2010059949 A2 WO 2010059949A2 US 2009065348 W US2009065348 W US 2009065348W WO 2010059949 A2 WO2010059949 A2 WO 2010059949A2
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WO
WIPO (PCT)
Prior art keywords
soil
holes
polymer
pressure
tube
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.)
Ceased
Application number
PCT/US2009/065348
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English (en)
Other versions
WO2010059949A3 (fr
Inventor
Brent Barron
Michael Bock
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.)
Uretek USA Inc
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Uretek USA Inc
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 Uretek USA Inc filed Critical Uretek USA Inc
Priority to EP09761117.2A priority Critical patent/EP2362924B1/fr
Priority to CA2760841A priority patent/CA2760841A1/fr
Publication of WO2010059949A2 publication Critical patent/WO2010059949A2/fr
Publication of WO2010059949A3 publication Critical patent/WO2010059949A3/fr
Anticipated expiration legal-status Critical
Ceased 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
    • E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil

Definitions

  • the present invention relates to in-place soil stabilization. Specifically, the present invention relates a method and device for measuring the increase in subsurface earth pressure during the injection of a stabilizing agent into the soil. The rise in sensor pressure indicates an increase in soil strength and bearing capacity.
  • the present invention relates a method and system for measuring the increase in compressive strength/bearing capacity for the soil which serves as a foundation for earth-supported structures such as buildings, roadways, pavements, and airport facilities.
  • Such earth-supported structures require that the underlying soil have sufficient bearing capacity to support the weight of the structure as well as the additional weight exerted onto the structures during usage (live loads). In order to design a stable and durable structure, an accurate assessment of bearing capacity is required.
  • Conventional stabilization and/or lifting systems also include the method originally described in U.S. Patent No. 4,567,708, which entails the injection of a polymeric material beneath a built structure to fill voids and to create a expansive force from the increase in volume caused by the chemical reaction of the polymeric substance.
  • This system did not address the need for soil remediation as indicated by measurement of increased confined soil strength at depth.
  • Conventional stabilization systems also include the method described in U.S. Patent No. 6,634,831, which is incorporated by reference herein in its entirety, and which entails the injection of a material through holes or tubes into the soil to produce compaction of the contiguous soil.
  • This method requires constant surface monitoring to detect the exact moment at which the soil or the structure begins to lift upward.
  • This system does not address the need to continuously measure and monitor, at depth, the amount of improved compaction of the targeted soil.
  • This system does not monitor unknown and unexpected migration of the injectable material away from the injection site creating unexpected surface lifting some distance away from the desired location.
  • the present invention solves the above problems by providing a method and device which permits real-time in situ measurement of soil strength at various depths. Consequently, the increase in soil strength can be monitored during the injection of the stabilizing agent into the soil.
  • the present invention provides ongoing differential pressure change data taken from selected soil zone(s) both during the injection process and after completion of the process.
  • various substances such as but not limited to expanding polymers, confined soil strength specifications can be achieved and assured.
  • the invention can work with a variety of injectable substances, including but not limited to polymers, hydraulic systems, grout, cement, concrete, and chemicals.
  • the present invention uses small in situ pressure monitoring devices.
  • Such devices can be hydraulic, pneumatic, or electric contact sensors.
  • the pressure monitoring devices are placed in the soil near the injection site(s) to monitor the pressure at that location.
  • One skilled in the art can select the location for strategic placement of such devices through tubes or drilled holes in the soil location chosen to monitor and achieve the desired soil strength improvement.
  • the pressure monitoring device(s) may be placed above, below, or level with the injection site and may be laterally displaced from the injection site. Where more than one injection site is used, the device(s) may be placed between the sites, directly above or below each site, or any combination of the foregoing.
  • the present invention is not limited to any particular location for the devices. However, such devices must be near enough to the injection site to measure pressure changes in the soil mass being stabilized.
  • the stabilizing agent can be injected through small tubes or holes drilled from the surface and placed at desired depths and locations.
  • the pressure sensor device is placed 20 feet, 10 feet, six feet, or three feet from the injection site. Other distances may be used, and the distances will depend on the particular job.
  • the injectable material e.g., polymer
  • the pressure sensor may give a false reading, thus preventing accurate measuring of the soil pressure. Therefore, in some embodiments, a thermocouple (temperature sensing probe) is provided at or near the pressure bulb to indicate if the injected substance has migrated onto the pressure sensor.
  • the thermocouple will quickly demonstrate through a temperature reading that the injected substance has contacted the thermocouple (and thus the device). Should this occur, injection of further material at that location is preferably stopped.
  • the sensor is repositioned nearby (for example, approximately two feet away in any convenient direction), new injection tubes can be inserted, and injection of polymer is resumed.
  • the preferred reaction time for expansion of the polymer from liquid state to the expanded condition is less than one minute (30 to 45 seconds), though other reaction times may be used.
  • the short expansion time permits control of the injection process by allowing the injection technician periodically (typically every 5-20 seconds) to add more polymer into the soil strata to achieve greater expansive force and higher confined soil strength. When the desired confined soil strength is reached, as indicated by the pressure sensor, further injection is stopped and the material will cure and harden in place thus maintaining the new soil strength.
  • an injection technician will then move to an adjacent site location and repeat the process of drilling holes, placing tubes, inserting a sensor, injecting polymer and monitoring the increased pressure results.
  • FIG. 1 is a profile view depicting holes drilled into soil according to one aspect of the present invention
  • FIG. 2 is a is a profile view illustrating a pressure sensor tube and device lowered into a hole according to one aspect of the present invention
  • FIG. 3 is a profile view depicting an advancer rod being used to push the pressure sensor device into the soil according to one aspect of the present invention
  • FIG. 4 is a profile view illustrating a pressure sensor device in the soil and expanding polymer injected nearby, and includes an enlarged view of the device, according to one aspect of the present invention
  • FIG. 5 is a schematic of a control box that can be used according to one aspect of the present invention.
  • FIG. 6 is a schematic of a pressure sensor device according to one aspect of the present invention.
  • FIG. 7 is a schematic of a soil density improvement system according to one aspect of the present invention.
  • FIG. 8 is a profile view illustrating a soil density improvement system according to one aspect of the present invention.
  • FIG. 9 shows the geometrical arrangement of the injection tubes with respect to the tube containing the pressure and temperature sensor.
  • the present invention can be used with one injection site or multiple injection sites.
  • multiple injection sites see USPN 6,634,831, which has already been incorporated by reference in its entirety.
  • One or more holes are created by drilling, pressing, or vibration intrusion into compromised soil strata (less than desirable confined soil strength) subsurface locations. (See FIG. 1). As shown in FIG. 1, polymer injection holes, 101 and 103, and the sensor hole, 102, are drilled into the weak soil zone. In some embodiments, the holes are 5/8" in diameter. In other embodiments, the holes are spaced three to six feet apart.
  • a tube may be placed in the one or more holes.
  • the lower tip of the tube is closed over with any device suitable for keeping soil from entering the tube.
  • Non-limiting examples of such a device are tape or a small conical insert tip (i.e., made of metal or hard plastic).
  • FIG. 2 shows a conical tip, 201, inserted into the sensor hole, 202.
  • the tube plus any optional tip is placed directly into the soil without a previous step of drilling a hole (i.e., the tube plus tip makes the hole).
  • an advancer rod, 301 (at least two inches longer than the tube, 302) is pushed into the tube to puncture or move the tape, 303, or other device at the lower tip of the tube and create additional space in the soil for the sensor (i.e., an additional two inches is cleared beneath the tube). See FIG. 3.
  • the pressure sensor assembly includes a sensor bulb, 601, connected to a thermocouple wire, 602, and flexible tubing lines, 603.
  • the pressure assembly, 402 is inserted down the tube, 406, or hole to position the sensor bulb beneath the bottom of the tube.
  • the pressure sensor is lowered simultaneously with the tube and optional tip, 405.
  • FIG. 4 also shows the control system, 401, that monitors the expansive force of the polymer being injected through holes 404 and 403. In other embodiments, the pressure sensor is lowered simultaneously with the advancer rod.
  • thermocouple wire, 501, and both tubing lines, 502 are connected to the "Pump/ Reservoir/Control Box" using "quick connect” insertion connections.
  • the control box comprises a fill shut-off valve, 503, an overfill vent, 504, a vent shut-off valve, 505, a temperature gauge, 506, a pressure gauge, 507, an air pump, 508, and a liquid container, 509.
  • both the fill valve, 702, and vent valve, 703, of the control box, 704, are opened and the air pump, 701, is activated until the overfill vent line, 705, flows with water (or any selected hydraulic fluid). Both the fill valve and vent valve are then closed. See FIG. 5 and FIG. 7. Thus, the pressure sensing bulb, 706, and flexible tubing, 708, are filled with liquid.
  • the thermocouple wire, 707, is connected to the temperature gauge, 709.
  • FIG. 9 shows injection tubes 906, 907, 908 and 909 arranged as a square.
  • the injection holes will define the vertices or corners (901, 902, 903 and 904) of the geometrical shape.
  • Tube 911 which contains a pressure sensor is located at the center (905) of the geometrical shape formed by the injection tubes.
  • the geometrical shape may be any geometrical shape with an even number of vertices or any arrangement allowing the formation of one opposing pair. In this arrangement, each injection hole will have an opposing injection hole, forming opposing pairs of injection holes with a pressure hole in the middle.
  • FIG. 9 shows injection tubes 906, 907, 908 and 909 arranged as a square.
  • the injection holes will define the vertices or corners (901, 902, 903 and 904) of the geometrical shape.
  • Tube 911 which contains a pressure sensor is located at the center (905) of the geometrical shape formed by the injection tubes.
  • the geometrical shape may be any geometrical shape with an even number of vertices or
  • injection tubes 906 and 908 form opposing pairs
  • injection tubes 907 and 909 form opposing pairs.
  • the injection tubes are arranged in a linear formation forming a set of one opposing pair.
  • a square arrangement has two sets of opposing pairs
  • a hexagon arrangement has three sets of opposing pairs.
  • an injection technician can monitor and adjust the amount of polymer being added to each injection hole to ensure soil stabilization within the entire volume of the geometrical shape. It may not be necessary or desirable to add the same amount of expandable polymer to each injection tube. For example, in FIG. 9, it may be necessary to add more expandable polymer to injection tubes 903 and 902 than injection tubes 901 and 904.
  • the placement of the pressure sensor allows the injection technician to easily monitor and adjust the amount of polymer being added to stabilize an asymmetrical weak zone in the soil. In general, this type of soil stabilization does not produce a visual effect at the surface that indicates complete stabilization of the asymmetric weak zone. Therefore, it is necessary to monitor the soil stabilization in situ.
  • the pressure sensor is not filled with liquid, but instead is filled with gas.
  • the pressure sensor is an electric contact device with pressure sensitive outer edges. When pressure pushes the edges inward to a pre-determined setting, an electrical circuit is completed that activates a signal on the surface (i.e., a light, bell, etc.).
  • a stabilization scenario where the present invention would be beneficial includes the stabilization of pavement on top of a base course made of uniformly- graded granular soil with poor compaction.
  • the pavement is Portland Cement Concrete (PCC) with a minimum slab thickness of six inches.
  • PCC Portland Cement Concrete
  • the sub-grade underneath the base course is weak, fine-grained soil.
  • the sub-grade is further divided into two distinct zones with the top zone being the soil that was compacted during construction and the bottom zone having weak, fine-grained soil with little to no compaction.
  • the target zone for stabilization is the base course. Holes are drilled through the pavement and into the base course (the target stabilization zone). Injection tubes are placed in the injection holes with a tube comprising a pressure sensor located between the injection tubes.
  • the stabilization agent is injected through the injection tubes into the base course thereby increasing the compaction of the uniformly-graded granular soil.
  • the stabilization agent is an injectable, two-component, expandable, high-density polyurethane foam (HDPF).
  • the HDPF is a free-rise material.
  • the temperature of the HDPF coming out of the injection gun is between 100 0 F and 130 0 F, 110 0 F and 125 0 F, or 115 0 F and 120 0 F.
  • the density of the stabilization agent is between land 5 pounds/cubic foot, 1 and 4 pounds/cubic foot, 1 and 3 pounds/cubic foot, 1 and 2 pounds/cubic foot, 2 and 5 pounds/cubic foot, 3 and 5 pounds/cubic foot, 4 and 5 pounds/cubic foot, 3 and 5 pounds/cubic foot, or 3 and 4 pounds/cubic foot.
  • increasing the density of the soil causes movement in the upper strata of the soil and this motion may damage the structural component supported by the soil if this motion is excessive.
  • the excessive motion is also used to indicate that the soil has been sufficiently solidified by monitoring movement at the surface. Since this excessive motion at the surface may cause damage to structural components supported by the soil, it is desirous to monitor the movement of the upper strata of the soil at depth before causing any motion at the surface.
  • the densification of the soil may be monitored using means in addition to the in-situ pressure sensor.
  • the densification of the soil may also be monitored in the upper strata using a vertical scale with an soil spike attached to the bottom of the vertical scale that is capable of penetrating the structural component and entering the soil at a depth of six to twelve inches.
  • the technician can monitor the movement of the vertical scale to determine when the sub-surface soil has been solidified without causing movement of the surface and/or without causing unnecessary damage to structural components.
  • the soil spike attached to the vertical scale is made of a rigid material.
  • the rigid material may be ceramic or metal.
  • the object attached to the vertical scale is a nail.
  • the nail is between six inches and three feet long or of a sufficient length to penetrate into the soil via a drilled hole through the built structure. If no structure is present on a soil site, the soil spike or nail attached to the bottom of the vertical scale can simply be inserted into the soil for monitoring at depth.
  • the invention can relate to any of the following:
  • a hydraulic pressure sensing device capable of being placed through drilled holes to any selected soil strata and depth, typically 50 feet or less.
  • a miniature hydraulic pressure sensing device may be used at depths of 100 feet or more, depending on hole drilling and polymer injection systems.
  • the length of the bulb itself would be increased to accommodate more hydraulic liquid and the flexible tube size would be increased to lower the inherent friction losses within the tubing which increases the accuracy of the pressure gauge to reflect the confined soil pressure at depth.

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Soil Sciences (AREA)
  • Environmental & Geological Engineering (AREA)
  • Agronomy & Crop Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
  • Force Measurement Appropriate To Specific Purposes (AREA)
  • Excavating Of Shafts Or Tunnels (AREA)
  • Measuring Fluid Pressure (AREA)

Abstract

La présente invention concerne la stabilisation d’un sol sur place. En particulier, la présente invention concerne un procédé et un dispositif de mesure de l’augmentation de la pression de la terre de subsurface pendant l’injection d’un agent stabilisant dans le sol. L’augmentation de la pression détectée indique une augmentation de la résistance et de la capacité portante du sol. Par conséquent, la surveillance en temps réel de ces pressions peut servir de guide pendant le processus d’injection.
PCT/US2009/065348 2008-11-21 2009-11-20 Procédé et dispositif de mesure de pression souterraine Ceased WO2010059949A2 (fr)

Priority Applications (2)

Application Number Priority Date Filing Date Title
EP09761117.2A EP2362924B1 (fr) 2008-11-21 2009-11-20 Procedée de stabilisation d'un sol par injections
CA2760841A CA2760841A1 (fr) 2008-11-21 2009-11-20 Procede et dispositif de mesure de pression souterraine

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
US11695708P 2008-11-21 2008-11-21
US61/116,957 2008-11-21

Publications (2)

Publication Number Publication Date
WO2010059949A2 true WO2010059949A2 (fr) 2010-05-27
WO2010059949A3 WO2010059949A3 (fr) 2010-09-23

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US (3) US8690486B2 (fr)
EP (2) EP3029204A3 (fr)
CA (1) CA2760841A1 (fr)
WO (1) WO2010059949A2 (fr)

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CN116067523A (zh) * 2023-01-12 2023-05-05 中国水利水电科学研究院 淤砂状态下的库水温及淤砂压力和温度监测设备及方法

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KR101538112B1 (ko) 2014-08-05 2015-07-22 심두섭 내진보강 및 품질관리가 가능한 c.g.s 공법
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EP3650603B1 (fr) * 2018-11-12 2021-08-11 BAUER Spezialtiefbau GmbH Procédé de fabrication d'un dallage d'étanchéité dans le sol
CN109630136B (zh) * 2019-01-30 2023-11-14 中铁隧道局集团有限公司 一种软弱地层隧道超前帷幕注浆效果实时检测装置及方法
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CN111270664B (zh) * 2020-03-19 2024-12-10 宁波大学 雨量感应式双组份高聚物注浆设备及其制作方法
CN111458486B (zh) * 2020-05-29 2024-10-11 西安工业大学 一种膨胀土三维膨胀力测定仪及其测定方法
CN111749198B (zh) * 2020-05-30 2022-11-25 郑州安源工程技术有限公司 渠道板水下注浆稳固与抬升方法
CN111735935B (zh) * 2020-07-24 2025-04-29 陕西佳维空间地理信息科技有限公司 一种膨胀土的膨胀性参数原位测试装置
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Also Published As

Publication number Publication date
US9284707B2 (en) 2016-03-15
US20140161540A1 (en) 2014-06-12
EP2362924B1 (fr) 2016-01-06
US20160194846A1 (en) 2016-07-07
CA2760841A1 (fr) 2010-05-27
EP3029204A3 (fr) 2016-07-27
US8690486B2 (en) 2014-04-08
WO2010059949A3 (fr) 2010-09-23
US20100135731A1 (en) 2010-06-03
EP3029204A2 (fr) 2016-06-08
EP2362924A2 (fr) 2011-09-07

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