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
• • 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
  • E21B43/00—Methods or apparatus for obtaining oil, gas, water, soluble or meltable materials or a slurry of minerals from wells
  • E21B43/29—Obtaining a slurry of minerals, e.g. by using nozzles

Definitions

• a process for building a concrete structure in loose matter, from ground level, and equipment for carrying out said process is a process for building a concrete structure in loose matter, from ground level, and equipment for carrying out said process.
• the present invention relates to a process for building a concrete structure in loose matter, from ground level, by use of a rotatable erosion head and a grouting head provided with a drill bit, of the kind as stated in more detail in the preamble of the independent process claim 1 below.
• the invention also relates to equipment for carrying out said process and of a kind as stated above.
• the present invention relates to building permanent struct ⁇ ural elements in loose matter without necessitating any preliminary conventional digging operations and temporary safety measures.
• the advantages of the process according to the present invention are due to the fact that it permits drilling down into loose matter from ground level, either indoors or outdoors, irrespective of the kind of soil, to the necessary level for erecting water-proof and permanent structures.
• Upon completing the structure in the ground the only wounds in the terrain visible on the surface will be moderate "pinpricks", i. e. holes with diameters in the range of 15 cm.
• the process and equipment according to the present invention will render a series of other conventional operations redundant, e.g. soil stabilizing operations, like freezing, injection, digging, boarding, casting, also pumping wells, ground compensation and compensations for inconvenience. Also, a reduced construction period is achieved.
• the process and equipment according to the present invention is also well suited for building tunnels (culverts) below existing railway tracks and roads without interfering with traffic on the crossing railway or road line. With present methods these are problems which could only be solved by temporary by-pass roads or by-pass tracks, which are expensive arrangements per se.
• Figure 1 is a diagrammatical front view of the equipment for carrying out the process according to the present invention, shown in a position upon completed drilling and before erosion and grouting operations are started;
• Figure 2 is a diagrammatical elevation of the equipment provided on a caterpillar rig
• Figures 3-5 show the principle of the process in three steps comprising a beginning erosion of the drill hole, expansion of the bore hole by erosion, and continued expansion of the bore hole in the direction of its height with simultaneous grouting of the bore hole with concrete, respectively.
• Figure 1 shows the equipment in the position reached upon drilling down into the ground, before erosion of the drilled hole and grouting of the bore hole which is expanded by erosion.
• the equipment comprises two units, i. e. an erosion unit 2, and a grouting unit 3 for grouting with concrete.
• the erosion unit comprises an erosion head 2a with a drill bit 2b provided lowermost. Above the latter an erosion nozzle 2c is provided and comprises a water nozzle which is surrounded by an air nozzle for ejecting a radial jet stream of water and air.
• the erosion unit furthermore, comprises a guiding tube 8 on which the above mentioned components are mounted and through which water and air conduits extend to feed said erosion nozzles 2c.
• Guiding tube 8 is mounted in a bearing 8a to be raisable and lowerable as well as rotatable, and rotating motor 8b is provided in a frame 6a. Guiding tube 8 is at its uppermost end connected to supply conduits 10 and 11 for water and air, respectively, via a swivel means 10a.
• Grouting unit 3 with grouting head 3a and drill bit 3b is rotatably and raisably as well as lowerably mounted in a bearing 9a, and rotating motor 9b is provided in a frame 6b, and unit 3 is at its uppermost end connected with a supply conduit for concrete, via swivel means 11a.
• frames 6a and 6b constitute a rack 6 with adjusting means 7 of mutual spacing between frames 6a, 6b.
• Rack 6 is intended for adjustable attachment to a rig F, e.g. a caterpillar rig, as shown in Figure 2, by the aid of means F ⁇ known per se, permitting the equipment to be raised and lowered as well as inclined by the aid of pressure cylinders in a manner known per se, as shown in Figure 2.
• Erosion head 2a and grouting head 3a may, thus, be independently actuated for lowering, raising, and rotation, respectively.
• Frames 6a, 6b are movable to and from .each other for adjustment of the center distance C between erosion head 2a and grouting head 3a.
• adjusting means 7 consists of adjustable telescopic rods 7a which connect frames 6a and 6b.
• a collar 12 is provided about guiding tube 8 in order to collect and guide eroded loose matter from bore holes in a controlled manner through a mass and density gauge to permit calculation of the volume of the eroded void, i.e. the expanded void.
• adjustable spacer means 7a By the aid of adjustable spacer means 7a the center distance between erosion head 2a and grouting head 3a can be adjusted according to the projected diameter of the expanded bore hole 4a.
• Grouting unit 3 comprises extendable grouting pipes 9.
• erosion unit 2 and grouting unit 3 are drilled down to rock or portative ground with a predetermined center distance C between units 2 and 3.
• the downwards directed erosion nozzle 2d on erosion head 2a is used.
• Upon erosion of the rock surface erosion head 2a and guiding tube 8 are pulled up by a raising means, not shown. Pulling up occurs slowly during constant rotation, and simultaneous ejection of highly compressed water and air at a high pressure of 100- 1000 bar, from water and air nozzle 2c. Said water jet enveloped by air will break down the particulate structure and dissolve soil in bore hole 4 which is drilled by drill bit 2b of erosion head 2a.
• An expanded bore hole 4a with a desired diameter is thus formed, its diameter being meas ⁇ urable by the aid of equipment known per se, which is not described in detail here.
• a cylindrical eroded void is formed which constitutes said expanded bore hole 4a.
• Due to the overpressure created by high-pressure jet 5a from nozzle 2c flushed down material E will be urged towards the surface through bore hole 4 and said collar 12.
• high-grade concrete D is pumped through grouting pipe 9 with grouting head 3a to fill void 4a, which will also cause expulsion up through bore hole 4 of material E which was broken down by flushing.
• Concrete D may be provided with additives rendering it water- repellent, so that flows in void 4a due to erosion jet 5a will cause a minimum of binder to be washed out from concrete D.
• grouting head 3a When guiding tube 8 with erosion head 2a and grouting pipe 9 with grouting head 3a are pulled up, grouting head 3a should preferably be positioned at least 0.5 m below erosion jet nozzle 2c if the latter is active, so as to reduce harmful flows in the eroded space which may wash out binder from concrete D.
• erosion beam 5a from nozzle 2c is started to expand bore hole 4 and provide the expanded bore hole 4a and, thus, the desired void as shown In Figure 4, with a desired diameter B and a desired height H, as shown in Figure 5.
• Figure 4 shows incipient expansion of bore hole 4 during rotation and pulling up of erosion head 2a, whereas supply pipe 9 with grouting head 3a is at rest in a peripheral position in the lower portion of the expanded bore hole 4a.
• Figure 5 shows the next step, in which erosion head 2a is pulled up approximately to a desired level H of the expanded bore hole 4, and in which concrete D is supplied through supply pipe 9 to fill up the expanded bore hole 4a. This operation is continued until the expanded bore hole 4a Is filled.
• erosion jet i.e. air and water jet 5a
• a concrete structure with a corresponding cross section may be provided.
• the process according to the present Invention may be carried out in all kinds of ground. This process is, thus, applicable in clay, silt, sand and gravel, as well as in most kinds of fillers, moraine, and boggy soil/peat.
• the erosion and grouting process may, if desired, be carried out in two phases, since trasitory tensions in cohesion soils will generally prevent the eroded void from collapsing If it is filled with water. There are several advantages of carrying out the erosion and grouting process in two operations:
• void 4a In friction soils both operations, i.e. erosion and grouting, must be carried out in one operation, since the provided void 4a will generally collapse before grouting with concrete D is completed.
• the void i.e. the expanded bore hole 4a, may however be stabilized if a heavy stabilizing liquid, e.g. bentonite, is introduced into the void. Said liquid will, however, tend to mix with the return matter, i.e. the eroded soils and flushing water, so that the extent, i.e. width B of the structure/pile can only be measured by the aid of an acoustic probe or by measuring the volume of concrete D which is cast inside void 4a.
• a heavy stabilizing liquid e.g. bentonite
• the distance between erosion head 2a and grouting head 3a is adjustable by the aid of telescopic rods 7a in rack 6. It is, thus, possible to ensure that grouting head 3a and erosion head 2a receive a desired mutual center distance when drilled down into ground A, causing grouting head 3a to be located in the periphery of the eroded/expanded bore hole 4a, as shown in Figures 4 and 5. Consequently, concrete D which Is injected through the relatively thick supply pipe 9 will fill the expanded bore hole 4a from a location at the hole wall and will, thus, expel any eroded matter and water up through bore hole 4.

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• Engineering & Computer Science (AREA)
• Life Sciences & Earth Sciences (AREA)
• Mining & Mineral Resources (AREA)
• Structural Engineering (AREA)
• Environmental & Geological Engineering (AREA)
• General Life Sciences & Earth Sciences (AREA)
• Soil Sciences (AREA)
• Paleontology (AREA)
• General Engineering & Computer Science (AREA)
• Agronomy & Crop Science (AREA)
• Geology (AREA)
• Civil Engineering (AREA)
• Physics & Mathematics (AREA)
• Fluid Mechanics (AREA)
• Geochemistry & Mineralogy (AREA)
• Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
• Earth Drilling (AREA)
• Orthopedics, Nursing, And Contraception (AREA)
• Steroid Compounds (AREA)
• Compounds Of Unknown Constitution (AREA)

Applications Claiming Priority (2)

Publications (2)

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ID=19891690

Family Applications (1)

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• 1989
  • 1989-02-02 NO NO890420A patent/NO167051C/no not_active IP Right Cessation
• 1990
  • 1990-02-01 DK DK90903056.1T patent/DK0457813T3/da active
  • 1990-02-01 DE DE90903056T patent/DE69002615T2/de not_active Expired - Lifetime
  • 1990-02-01 AU AU50900/90A patent/AU5090090A/en not_active Abandoned
  • 1990-02-01 EP EP90903056A patent/EP0457813B1/de not_active Expired - Lifetime
  • 1990-02-01 KR KR1019900701981A patent/KR0174725B1/ko not_active Expired - Lifetime
  • 1990-02-01 JP JP2503217A patent/JP2532751B2/ja not_active Expired - Lifetime
  • 1990-02-01 WO PCT/NO1990/000025 patent/WO1990008855A1/en not_active Ceased
• 1991
  • 1991-08-02 RU SU915001470A patent/RU2042012C1/ru active
  • 1991-08-02 FI FI913689A patent/FI92506C/fi active

Non-Patent Citations (1)

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