The immersion tubular piles in permafrost soil

 

(57) Abstract:

The invention relates to hydraulic construction and can be used for placement of the surface structures in the zone of permafrost soil. The technical result consists in increasing the bearing capacity of tubular piles, the acceleration of the process of immersion in permafrost soil, and reducing labor and material process. The immersion tubular piles in permafrost soil includes the drilling leader boreholes with a diameter less than the diameter of the piles, submerged tubular piles in permafrost soil under the action of torque and axial force, filling the cavity of the tubular piles with soil and concrete, the exposure of the latter to its freezing with an array of permafrost soil. When this tubular pile deepened into an array of permafrost soil below the bottom of the leader of the well, drilled to a depth and diameter determined from these ratios and the internal cavity of the tubular piles in the course of its dive filled with soil from the walls of the barrel leader well. 4 Il.

The invention relates to the field of hydraulic engineering, V.

There is a method of immersing the tubular piles in permafrost soil, which includes the drilling leader of the borehole diameter, the smaller diameter tubular piles, her dive under the action of the shock load, filling the cavity of the pile soil and concrete and exposure of the pile to its freezing with an array of permafrost soil (see SNiP 2.02.04-88, Bases and foundations on permafrost, S. 5).

The disadvantage of this method is that its application is limited to plasticnemesis soils. In addition, when driving piles with an open bottom end into the soil macro-grained rock with inclusions observed deformation, and sometimes destruction of the body tubular piles in its lower part and, as a consequence, its nedogruzhena to the design elevation. The implementation of this method using a conical lugs mounted on the lower end of the tubular piles, causes additional work, metal consumption and imported soil to fill the cavity of the pile, which increases the complexity and intensity of the process.

There is also known a method of driving piles in permafrost soil, including education octanol zone and dive into this area of the tubular with the non-frozen soil. The method is used in plastically, tverdolystyh and cauchemars soils without macro-grained rock inclusions (see hochman M. R. and others. theoretical and Experimental study of a new termoyadernogo of immersion of piles in permafrost soils, proceedings of the Institute of Institute of foundations and underground structures, M., 1990, vol.94, S. 105, 106. )

The disadvantage of this method is that with increasing depth of the pile decreases the amount of transported up to the surface of the soil, ottange in the process of pile, is drying and, as a result, jamming of the pile and its nedogruzhena to the design elevation. Jamming piles promotes and dirt "tube" formed in the cavity of the tubular piles during its dive. In addition, the equipment body piles spiral guides designed to transport soil, increases the complexity and intensity of the process and the drying of the soil reduces the force of freezing piles with permafrost soil.

The purpose of the invention is the increase in the carrying capacity of the tubular pile, the acceleration of the process of immersion in permafrost soil, and reduced labor and material to those who in permafrost soil, it includes drilling leader bore diameter smaller than the diameter of the piles, submerged tubular piles in permafrost soil under the action of torque and axial force, filling the cavity of the tubular piles with soil and concrete, the exposure of the latter to its freezing with an array of permafrost soil, the tubular pile deepened into an array of permafrost soil below the bottom of the leader of the well, drilled to a depth and diameter determined from the ratios of the

< / BR>
< / BR>
where HBur- drilling depth leader wells, m;

HSt- design and installation depth tubular piles, m;

DSt- external diameter tubular piles, m;

fN- empirical resistance value of the frozen ground normal pressure, kPa;

fBD- empirical resistance value of frozen soil shear on the surface freezing, kPa;

DBur- diameter drilling leader wells, m;

h - the height of the filling in the cavity of the pile soil material destruction of permafrost soil, m;

Kp- empirical coefficient loosening the soil so that the inner cavity of the tubular piles in the course of its dive filled with soil from the walls of the barrel of a leader is a person immersion tubular piles in permafrost soil.

The method is as follows. In permafrost soil Foundation 1 auger drilling machine 2 are drilling the top hole 3 at a depth of HBurand a diameter of DBurwhich are determined from the design depth of installation of piles HStand fill height h of the cavity ground on the ratios

< / BR>
< / BR>
where HBur- drilling depth leader wells, m;

HSt- design and installation depth tubular piles, m;

DSt- external diameter tubular piles, m;

fN- empirical resistance value of the frozen ground normal pressure, kPa;

fBD- empirical resistance value of frozen soil shear on the surface freezing, kPa;

DBur- diameter drilling leader wells, m;

h - the height of the filling in the cavity of the pile soil material destruction of permafrost soil, m;

Kp- empirical coefficient loosening the soil.

Then coaxially with the leader bore 3 installing the tubular pile 4, the lower end of which is equipped with a ring gear 5. Dive piles carried out under the action of torque and axial forces transmitted from the immersion mechanism 6, for example, drilling us the butt and under the influence of hydrodynamic forces in Ottana ground, arising in the process of immersion, there is a destruction of the soil ring located between the leader barrel bore 3 and the inner wall of tubular piles 4 and the collapse of soil material 8 to the bottom of the borehole. Equipping the lower end of the pile ring gear will provide the joint action of hydrodynamic forces ottange soil and shearing forces, which will increase the efficiency of the process of destruction of the soil ring and collapse it on the bottom of the well. As the penetration of the tubular pile is filling her cavity destroyed the soil and compacting it. When submerged piles to the design depth of its installation below the bottom of the leader of the well, is the depth of the piles into the ground 9 near the bottom of the leader of the well 3. Followed by filling the remaining free part of the cavity of the concrete piles 10, supplied, for example, of the mixer 11. After exposure to freezing tubular piles 4 array of permafrost soil to the tubular pile is transferred to the load from engineering structures 12.

The scope of the proposed technical solutions cover tvercommertsia, plastically and siphocampylus soil macro-grained rock with inclusions, since during the rotation of the pile proshoot piles. The drilling leader wells optimum diameter creates a weakened area in the earthen array, thereby reducing effort on immersion tubular piles, increase the depth of its immersion and reliability of its lower end on a given mark.

Filling the cavity of the pile soil material destruction of the walls of the barrel leader well underway in the process of pile, reduces the complexity and intensity of the process and availability in soil populations of cavity piles significant amount of frozen soil accelerates the process of freezing tubular piles with an array of permafrost soil.

The depth of the tubular piles below the bottom of the leader of the wells in the array of permafrost soil causes the working-side surface of the pile and its end, which increases the carrying capacity of the tubular piles.

The immersion tubular piles in permafrost soil, which includes the drilling leader bore diameter smaller than the diameter of the piles, submerged tubular piles in permafrost soil under the action of torque and axial force, filling the cavity of the tubular piles with soil and concrete, exposure of polv array of permafrost soil below the bottom of the leader of the well, drilled to a depth and diameter determined from the ratios of the

< / BR>
< / BR>
where HBur- drilling depth leader wells, m;

HSt- design and installation depth tubular piles, m;

DSt- external diameter tubular piles, m;

fn- empirical resistance value of the frozen ground normal pressure, kPa;

fBD- empirical resistance value of frozen soil shear on the surface freezing, kPa;

DBur- diameter drilling leader wells, m;

h - the height of the filling in the cavity of the pile soil material destruction of permafrost soil, m;

Kp- empirical coefficient loosening the soil,

the internal cavity of the tubular piles in the course of its dive filled with soil from the walls of the barrel leader well.

 

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FIELD: hydraulic structures, particularly to consolidate slopes or inclinations to be eroded by ground waters.

SUBSTANCE: method for slope protection against landslide by diverting ground water with the use of drainage mine tunnel, through filters and upward dewatering wells involves excavating mine tunnel beginning from lower point of original ground under water-bearing horizons with tunnel elevation for water gravity flow, wherein mine tunnel extends parallel to direction of water flow from water-bearing horizons; excavating mine tunnel in different directions perpendicular to above flow direction; performing drilling vertical venting wells at tunnel ends beginning from original ground; drilling upward dewatering wells in water-bearing horizons; drilling vertical wells from original ground used as through filters crossing all water-bearing horizons; connecting thereof with cross-headings excavated from mine tunnel; installing valves at through filter ends; providing filtering members at place of intersection between upward dewatering wells and vertical wells with water-bearing horizons; forming water removal channel in mine tunnel and connecting thereof with original ground; drilling hydraulic observing wells beginning from original ground along line of through filters to control water level in water-bearing horizons.

EFFECT: increased reliability; possibility of diverting 85-90% of water contained in water-bearing horizons.

3 dwg

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