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Method of hydraulic fill formation Method comprises the following processes: erection of retaining prism, construction of dismantling dredge piping, receiving and alluviation of hydraulic fluid, formation of sediment pond, lighting, accumulation and storage of process water in it, discharge, intake and return of technically pure water in water recycling system. The sediment pond for storage of recycled water reserve and the final lighting of the hydraulic fluid from the central zone of the hydraulic fill is formed behind the contours of the hydraulic fill. |
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Stone dam with inner impervious screen made of soil-cement-concrete Stone dam contains impervious element in the form of soil-cement-concrete screen covered with film. The screen is recessed under the upstream face of the dam. It is designed as an inclined plate, leaned via the inclined sliding seal on the concrete prism. Near the bottom border of the soil-cement-concrete screen there are galleries. They are located every 20-40 m of height and serve to control the status of the screen and for its repair. Reinforced concrete gallery for cementation of rock base is arranged on the contact of concrete prism with rocky foundation. |
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Method to wash over earth works Method to wash over earth works in the form of narrow-profiled dams consists in supply of pulp from the end of the main pulp line and dispersed release of pulp taken from the lower part of the main pulp line, from distributing pulp lines. The narrow-profiled dam is washed over with the help of a distributing device, making it possible to fractionate and wash over side prisms from sorted fractions, and the nucleus of the dam may be washed over from the remaining mass of the solid phase of the pulp. The distributing device is the end section of the main pulp line, to which via a socket rigidly fixed in its lower part there are two distributing pulp lines connected, being arranged in parallel to the main pulp line, with varied distance between them. In front of the inlet hole into the socket there is a guide element fixed rigidly with crescent shape, inclined at the angle of 25…30° towards the protective grate. The guide element is made of sheet wear-resistant steel with thickness of 8…10 mm, height of 50…70 mm, length equal to width of the inlet hole of the socket. The distributing device has four vertical stands with height of 1500…2000 mm and support elements rigidly fixed to them in the form of bent bars with size of 150 mm with horizontal sections with length of 800…1200 mm. From horizontal sections of bars in the front part along the travel of the distributing device there are diverting inclined section with an angle of inclination to the longitudinal axis 45…55°, fixed on distributing pulp lines, which provides for self-tipping out of the distributing device during movement from the washed over section. |
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Method includes arrangement of intermediate seams of an antifiltration diaphragm on a ridge of filled layers of a soil dam along previously planned slopes in low soil dams with height of less than 30 m. The anti-filtration diaphragm is a bentonite mat (clay mat), with the help of which they arrange a zigzag anti-filtration diaphragm. Zigzaggedness of the diaphragm is provided by conditions for performance of works to fill support prisms in layers with thickness of at least 3 m with organisation of intermediate horizontal seams overlapping in parallel to the slope, and water impermeability of these layers is provided by a design of a jointing unit, pressure of soil of support prisms and hydrostatic water pressure. Additionally for convenience of assembly of a jointing unit of bentonite mats (clay mats) they may use 10 mm brackets. |
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Method to form anthropogenic field Invention relates to mining, namely, to methods for performance of mining works. The method includes preparation of a hydraulic dump or tailing dump, filling of banking dams and laying of pulp lines, arrangement of dam wells and removal of purified waters. At the same time at side banking dams they arrange sites, where they install tower excavators or scraper hoists, by means of which they move a part of rocks deposited in the upper part of the hydraulic dump in the direction perpendicular to the axis of inwash of the hydraulic dump or tailing dump in the direction of side banking dams. |
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Sludge pond with non-freezing drainage system Sludge pond includes surrounding dam, warming drainage surcharge at downstream slope of the dam, and drain with drainage outlet under the surcharge. Pulp pipeline of transport system feeding slurry to the pond is positioned directly above the drain and drainage outlet. Slurry temperature is above zero as the temperature of industrial pulp waste. |
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Method to erect narrow-section dams is carried out by pulp supply into an inwashed structure simultaneously from the main and two distributing pulp lines. Distributing pulp lines are arranged in parallel at two sides of the main pulp line for inwash of side prisms from coarse fractions of the inwashed soil and the middle part, being the core of the dam, from fine fractions washed from the end of the main pulp line. Outlet holes in distributing pulp lines are made in their lower part and displaced by 20…30° from the vertical axis towards the main pulp line, being distant from each other at the distance of ℓ=dmain, where dmain - diameter of the main pulp line, and the diameter dv=1/3dd, where dd - diameter of the distributing pulp line providing for inwash of soil along the length of side prisms. Pulp supply from the end of the main pulp line for inwash of the dam core is carried out via a damper made in the form of longitudinal steel rods with the diameter of 10…14 mm from smooth reinforcement steel, rigidly fixed by one side along the upper outer surface in the end part of the main pulp line with arrangement of the rods in parallel to the axis of the flow, with the distance between the rods equal to 1…2 of the rod diameter and made with a protrusion by the value of 1.5…2dmain, and the bend of the end section until complete closure of the vertical projection of the end of the main pulp line. The connection of the distributing pulp lines with the main one is made in the form of a socket coupled with the main pulp line, along the line produced from crossing of two cylinders of identical diameter, equal to dmain, and with the distributing pulp lines - in the form of an oval having the size along the large axis equal to dmain, along the small one - dd. The inlet hole of the socket is protected with an inner lattice made in the form of longitudinal rods from smooth reinforcement steel with the diameter of 10…14 mm, rigidly fixed only at the discharge side with arrangement of the rods from each other at the distance of 0.75dv. |
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Method to erect embank hydraulic fill dam Method to erect an embank hydraulic fill dam consists in filling and tiered buildup of an embank dam 1, installation of a manifold and a distributing pulp line 2, tiered concentrated washing of tails to a beach 3 with the help of two process drains 4 and 5 of the pulp line 2. Tails are washed, being separated by their grain-size composition. To wash a section of fine fraction, they open the upper drain 4 of the pulp line 2, and to wash coarse fraction, they open the lower drain 5. |
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Reserve spillway of an earth dam represents an artificial outlet of trapezoidal section arranged in a dam crest, with depth to the elevation of the rated level of water overflow, in the bed of which there is a protective coating from a polymer material in the form of a geomembrane fixed in sumps at the side of the upper reach and on the edges of slopes with tightening weights. On the bottom slope of the dam along the width of the artificial outlet there is a conveyance tray that changes into a deflector part of the spillway. The bottom of the conveyance and deflector parts is made of a double cloth of the geomembrane with non-matching holes designed for free discharge of the filtration flow. Walls of the conveyance tray and the deflector part and dampers of energy of the water flow are shaped from flexible shells filled with sand. The double cloth of the geomembrane is fixed to the protective coating of the artificial outlet with arrangement of a welding seam. |
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Sludge pond dam is built up. Pilot dam 1 is filled to sluice tails on beach 2. Then, beach zone wastes of previous layer are compacted under levee 3 planned to be constructed at beach of previous level. Then, levee material is laid on pre-rolled geotextiles 4. Note here that for levee material storage wastes are used. Wastes from accumulation beach are laid in levee body in layers and compacted. After formation of levee body, it is wrapped in web 4 to make enveloped levee. Building up of the next level, said jobs are reiterated. Note here that reinforced zone 5 is formed along sludge pond levee side. |
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Dam of soil materials, both frozen and thawed types, is erected on a frozen base. The soil dam comprises an anti-filtration core 1, upper and lower thrust prisms 2, transition zones 3 and 4 between the core 1 and thrust prisms 2. The core 1 of the dam consists of a low-filtering cohesive soil. Thrust prisms 2 are made of stone rip-rap. The slope of the lower thrust prism is covered with a layer of fine stone 5. At the same time in the lower thrust prism with the help of an air impermeable screen 6 there is an area of seasonal active convection 7. The screen 6 is made of thin rubberised fabric or cemented stone. The area of seasonal-active convection 7 is equipped with a hangar 8 and a detachable air impermeable cover 9 arranged on the lower slope. The hangar 8 is located on the dam ridge. |
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Dam comprises a core from clayey soil, upper and lower transition zones from a non-cohesive soil, upper and lower prisms, at least the lower of which is made from rock riprap, a head of non-swelling soil, a retaining wall from concrete, a layer from an air-impermeable material and equipment required for operation of the dam. The dam head includes a heated reinforced concrete gallery, between external supports of which there is a section of free surface of the core comb arranged. The retaining wall has specified height, is installed in the dam base at the lower side of the core and adjoins it in a water impermeable manner. The retaining wall comprises in its body a footway on elevations that are not flooded at the side of the lower reach. The layer of the air impermeable materials covers the dam comb and its lower slope, at least within the height of the head and has dark colour. The upper wall of the gallery is made as water impermeable, and the lower wall of the gallery comprises air ducts, which provide for hydraulic connection of the gallery cavity with the pore space of the rock riprap of the head and the lower prism. The retaining wall comprises air ducts, which provide for hydraulic connection of the footway cavity with the pore space of the rock riprap of the lower prism in the place of its adjacency to the lower face of the retaining wall. Equipment may via the gallery cavity and the footway cavity provide for forced motion of warm atmospheric air along the rock riprap of the lower prism. |
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Dam comprises a core from clayey soil, upper and lower transition zones from a non-cohesive soil, upper and lower prisms, at least the lower of which is made from rock riprap, a head of non-swelling soil, a layer from an air-impermeable material and equipment required for operation of the dam. The dam head includes a heated reinforced concrete gallery, between external supports of which there is a section of free surface of the core comb arranged. The layer of the air impermeable materials covers the dam comb and its lower slope, at least within the height of the head and has dark colour. The upper wall of the gallery is made as water impermeable, and the lower wall of the gallery comprises air ducts, which provide for hydraulic connection of the gallery cavity with the pore space of the rock riprap of the head and the lower prism. Equipment may provide for forced motion of warm atmospheric air along the rock riprap of the lower prism via the gallery cavity. |
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Rock-fill dam with asphalt-concrete diaphragm Invention relates to hydrotechnical construction and may be used to erect high rock-fill dams. A composite diaphragm 1 is arranged in a central part of a high rock-fill dam. Between side prisms 2 from a rock mass and a diaphragm 1 there are transition zones 3. In the diaphragm base 1 there is a concrete foundation 4 deepened into a rock base. In the concrete foundation 4 there is a gallery arranged for performance of a cementation curtain 5. The upper 6 and lower 7 diaphragms are formed by reinforced concrete boards 8. External faces of boards 8 are covered with an air impermeable synthetic film 9. Boards 8 are installed one onto another and adjoining each other. The film 9 may be arranged in the form of a geomembrane from polymer materials, for instance, a PVC film, etc. In horizontal and vertical seams 10 the film 9 is connected to each other with formation of a solid water impermeable contour. Connection of the film 9 in seams 10 may be arranged by adhesion, welding or overlapping of seams 10 with an additional film, and its adhesion to the film 9. The inner cavity 11 between the upper 6 and lower 7 diaphragms is filled with asphalt concrete. Prefabricated boards 8 of the upper 6 and lower 7 diaphragms may be combined to each other by joints 13, for instance, reinforcement links. |
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Dam comprises an antifiltration element in the form of a core from clayey soil, upper and lower side prisms from macrofragmental soils, a head of nonfrost-susceptible soil, an asphalted road surface of a dam crest traffic area and sorted stones. Sorted stones are orderly laid onto a dam slope illuminated with sunlight from its crest to the specified level, where they form open pores between each other. Open pores are partially filled with a soil material. At the same time the following conditions are met: ωp>0.2D2 s and hf =(03-0.5)Hp, where ωp - area of open pore clear space along its depth; Ds - mean average diameter of stones that form an open pore; hf - height of open pore filling with soil material; Hp - open pore depth. |
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Dam comprises an anti-filtration element in the form of a core from clayey soil, upper and lower side prisms from large fragmental soils, a head wall from non-heaving soil and a road surface on a dam crest traffic area. The material of at least the road surface has a coefficient of solar radiation absorption of at least 0.9. The road surface of the dam crest traffic area is made from asphaltic concrete. |
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Rock fill dam with asphalt-concrete diaphragm Proposed composite diaphragm 1 is arranged in the central part of a high rock fill dam. Between side prisms 2 from a rock mass and a diaphragm 1 there are transition zones 3. In the diaphragm base 1 there is a concrete foundation 4 deepened into a rock base. In the concrete foundation 4 there is a gallery to develop a cementation curtain 5. The upper 6 and lower 7 diaphragms are formed with metal sheets 8. External faces of metal sheets 8 are coated with a waterproof film 9. Metal sheets 8 are installed one onto the other and adjoining each other. The film 9 may be arranged in the form of a geomembrane from polymer materials, for instance, a PVC film, etc. In horizontal and vertical seams 10 the metal sheets 8 are welded to each other. The film 9 of adjacent sheets is connected to each other to form a solid waterproof contour. Connection of the film 9 in seams 10 may be arranged with adhesion, welding or overlapping of seams 10 with an additional film, and its adhesion to the film 9. Along the length of the upper 6 and lower 7 diaphragms there are vertical expansion joints, for instance, in the form of a semicircle. The inner cavity 12 between the upper 6 and the lower 7 diaphragms is filled with asphalt concrete. Metal sheets 8 of the upper and lower 7 diaphragms may be joined to each other by links 11, for instance, reinforcement joints. |
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Ground dam on permafrost foundation Ground dam comprises a central part arranged from the dam foundation to its crest from a fine-grained soil, upstream and downstream side fills and an anti-filtration membrane. The membrane is located in the central part of the dam and is made as vertical along the entire height of the central part from split bored piles deepened into the foundation at the specified depth. At the downstream side an ice and soil frozen curtain adjoins the anti-filtration membrane, which is arranged by means of freezing columns and is attached to the membrane by freezing. The material of bored piles in its composition contains hollow microbeads from chemical compounds containing silicon. Quantity of hollow microbeads provides for reduction of a heat conductivity ratio of the bored pile material to the specified value. In the foundation of the upstream fill there is a heat-shielding layer adjoining the anti-filtration membrane. |
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Method includes installation of a core and a transition area made of oil and bituminous rocks, a protective shield, a drainage system, upstream and downstream fills. The core and the transition area are installed using layers of local clays, clayey loamy sands or soils alternating with layers of local oil and bituminous rocks. Oil and bituminous rocks are applied without heating or heated to the temperature of 80-100°C. |
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Method to erect dike dam on arctic sea shore Method includes filling a sand base, laying a layer of crushed stone, layerwise filling of a soil dam body, erection of a race and strengthening the race and the dam body with reinforcement. The race is erected from a hardened mixture of soil with heavy oil. At the same time the race strengthened with heavy oil, meshed reinforcement is erected simultaneously with filling of the soil dam body. In the lower part of the dam there is a water-receiving header and rainwater pipes. Dam soils are strengthened with rod reinforcement and anchor plates. |
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Erection method of alluvial dam Erection method of alluvial dam 3 involves backfill and tier-by-tier buildup of dam 3, routing of main and distributing pulp line 4, tier-by-tier distributed alluviation of tails onto beach 5. Dam 3 alluviation is performed by tier-by-tier arrangement of two hoses 1 and 2 from non-woven geotextile material, which are located at the required distance from each other, filling of hoses and gap between them with tails. At that, external hose 1 is made from non-woven and non-filtering geotextile material with an insert from filtering material for water removal, which faces the beach. Internal hose 2 is made from non-woven filtering geotextile material. |
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Drainage system of earth dam includes vertical or tilted drain and gutter joining it in the form of bedded drainage and driven to upper dam pool. Gutter is equipped with water receiver and is made at section from water receiver up to head water in the form of sealed pipe. Input pipe head is introduced into water receiver below level of outlet head embedded under dead-storage level of water head. Outlet pipe head is equipped with return valve. Shortcut from water receiver up to back of dam is not less than similar distance from permanent water level line at upstream side up to vertical or tilted drain. |
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Method to erect ash dump under permafrost conditions Invention relates to hydraulic engineering, in particular, to ash dumps, and may be used to store wastes of industrial enterprises, preferably under permafrost conditions. The proposed method includes dumping an additional dam 2 onto a natural base 1 prepared by available methods. Further a permafrost curtain 3 is installed in the additional dam as formed by a system of thermal siphons 4. At the same time thermal siphons 4 are deepened into a water-impermeable layer of ice-saturated soils 5 of the based 1. The additional dam 2 is frozen in the cold period of the year. Then a bund wall 6 is damped, which adjoins the additional dam 2. In the bund wall 6 there is a permafrost antifiltration curtain 7 in the form of a system of thermal siphons 8. Then along the ridge of the bund wall 6 slurry pipelines 9 are arranged with pulp outlets 10. The additional dam 2 separates the ash dump reservoir into two tanks with two local melt cups 11 of lower depth that are arranged underneath in process of ash dump operation. In process of slurry inwash and clarification, a layer of ash and slag wastes 12 is formed on the reservoir bottom. At the same time local melt cups are formed underneath. |
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Unit of ground dam coupling with concrete overflow weir Coupling unit comprises a coupling abutment made of concrete and a prism made of a cohesive soil. The prism is located within the borders of the ground dam in the upper part of the coupling unit. Within the borders of the coupling unit the surface of the coupling abutment at the side of the ground dam is coated with a geomembrane attached to it and a bentonite mat. The coupling abutment and the prism comprise inside them hollow microballs from compounds containing silicon, which prevent freezing of the coupling abutment in the coupling unit for its entire thickness at the side of the overflow weir and at the side of the ground dam crest. |
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Method for increasing reliability of liquid industrial waste storage unit The invention relates to hydraulic engineering and can be used in liquid industrial waste storage units, especially for liquid waste capable of solidifying and forming cracks. The method includes the use of material and technical reserves to ensure that the storage unit is protected from possible damage and emergency situation in the bund wall and its base. The said situation can occur when accumulating waste which can potentially solidify and form a crack crossing the settling pond, strandline and the bund wall. The reserves include a roll of polymer material in the form of blanket rolled on the axis, and means of its transportation to the required location at the storage unit and unrolling it from the axis to place the blanket on the bottom of settling pond above the crack. Each end of the axis if fitted with a ball bearing. |
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Liquid industrial waste storage unit The invention relates to hydraulic engineering and can be used while creating sludge reservoirs, tailing ponds and ash-dumps for waste capable of solidifying and creating cracks. The storage unit has a storage tank dug in ground, a launder and a collector for solidifying waste. The collector is made of steel pipes and fitted with the protective layer on the outside, consisting of cellular plastic with sealed pores which covers the pipes and protects them from damage caused by cracks in solidified waste. The following condition is fulfilled: dacc=bl(εcompkcomp-εhhkhh), that is, bl=dacc/εcompkcomp-εhhkhh, where dacc - is the acceptable amount of vertical movement for two solid blocks in relation to each other at the place where the steel pipe is cracked. bl - the thickness of protective layer above the steel pipe; εcomp - the relative amount of volume compression of the protective layer material, which corresponds to the maximum acceptable for the pipe durability pressure pcomp, created by waste; εhh - is the relative amount of volume compression of the protective layer material, which corresponds to the calculated natural pressure prhh , created by water and waste and applied to the protective layer during the collector operation; kcomp - is the quotient which considers deformation in the cross-section of the pipe caused by compression pressure pcomp and its uneven distribution; khh - is the quotient which considers deformation in the cross-section of the pipe caused by calculated natural pressure prhh and its uneven distribution. |
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Sludge pond of industrial enterprises wastes Sludge pond of industrial enterprises wastes comprises the primary banding dam. The dam is arranged on the sludge pond base and forms its first tier. A drainage layer equipped with a drainage pipe is arranged along the dam. The secondary build-up dams are placed on a silted beach and form subsequent layers of the sludge pond. On the surface of each silted beach of the tier prior to erection of another secondary dam there are longitudinal and transverse drainage tapes arranged. Vertical drains are provided in tiers in the form of wells. Drains connect longitudinal and transverse drainage tapes to each other and the drainage layer. |
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Method to increase ecological safety of inundable disposal area of enterprise wastes under operation Method includes arrangement of a hydraulic curtain between a disposal area and a rive in the basement. The hydraulic curtain is made as a trench of counterpressure and a water-collection drainage trench approached near the disposal area. The bottom of each trench is arranged in a water permeable layer of mostly loose deposits of the basement, and in the trenches at the specified distance from each other there are wells arranged, accordingly injection (counterpressure) and drainage ones. Each well is deepened for the specified value into a water impermeable layer of cracked rocks of the base and is hydraulically communicated with the trench. The hydraulic curtain is equipped with at least two water supply devices, one of which provides for supply of pure natural water into the counterpressure trench, and the other one - supply of captured drainage water collection trench into a system of water reuse of the enterprise. Then the water level in the counterpressure trench is maintained above the water level in the water-collection drainage trench. |
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Protective fixture of earth structure slope Protective fixture of an earth structure slope includes a frame-beam through multi-level structure filled with stone. The multi-level structure is formed of spatial modules with rectangular shape in plan, made of transverse and longitudinal beams tightened along height. The spatial modules are laid at the earth structure slope in staggered order with the possibility to rest independent modules of one row onto modules of a lower row and to make stiff or hinged joints between rows of modules. In longitudinal and transverse beams of modules there are holes made for draw elements, and braced loop-shaped protruding bars. |
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Dam comprises an upstream side, a threshold, a downstream side, elements of fixation arranged along the downstream side of the dam, reinforcing nets and anchor devices. The threshold and elements of the downstream side fixation are made as multilayer, made of a row of flexible shells layers. Flexible shells are made of woven synthetic material, filled with local earth and have elliptical shape in their cross section. Layers of flexible shells in each element of the downstream side fixation are formed by flexible shells arranged one above the other. Elements of the downstream side fixation are arranged in steps with lapping of the upper rows of fixation elements over the lower rows. Reinforcement nets are made of woven synthetic material and are made as composite from a closed and lengthy part. Anchor devices are arranged in the dam body and are made as vertical stands. Closed parts of reinforcement nets are arranged along the perimeter of layers of flexible shells of each fixation element of the downstream side and layers of flexible shells of the dam stone to form a closed contour. Lengthy parts of reinforcement nets with one end are fixed to the closed parts of reinforcement nets of layers of flexible shells of downstream side fixation elements, and with the other end are fixed to anchor devices. |
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Method to build earth water-retaining construction in warm season (versions) Method includes laying of a construction body in layers and compaction of rocks in layers, formation of antifiltration and drainage devices. Laying the construction body in layers is done while stepping back from the end part by means of its build-up. According to the first version, layers are laid in an inclined manner from the base to the collar with layer compaction of rocks. According to the second version, layers are laid horizontally from the base to the collar with layer compaction of rocks. |
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Waste pond comprises a section of primary stocking, a ground reservoir of which is formed by barrier dams tier by tier, and an adjacent section of subsequent stocking, the ground reservoir of which is formed by barrier dams tier by tier and a board of the primary stocking section. The pond also comprises an inwash system, which ensures wastes inwash into a tier of the section, a water-intake facility that provides for water-intake from a settling pond, and a drainage water conduit that supplies this water into a system of water reuse of wastes hydraulic transport. The water-intake facility includes two buckets that form a pair and adjoin the barrier dam of the primary stocking section at different sides. One bucket of the pair is arranged in wastes of the beach zone in the primary stocking section, and is connected by a channel to the settling pond of this section, and the other one is arranged in wastes of the beach zone of the subsequent stocking section, and is connected by a channel to the settling pond of this section. In one bucket of the pair there is a floating pump station, the pump of which is hydraulically connected to an influent chamber of the pump station, and by means of an additional water conduit - to a floating influent chamber arranged in the other bucket of this pair. Length of channel section that changes in process of wastes washing from inlet rise formed by wastes to floating influent chamber or an influent chamber of the pump station ik meets the following criterion: ik≥(hs-hr), where hs - specified depth of water upstream the influent chamber; hr - depth of water at the inlet rise of the channel; under - average inclination of surface in underwater inwash of wastes. |
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Method of erecting of washed up protective dam Method of erecting of washed up protective dam includes dumping and layer-by-layer building of protective dam 1 and separating dam 4, routing of main and distributing sludge line 2, layer-by-layer dispersed banking of tailings for inner beach 3. Note that building of separating dam 4 is performed by layer-by-layer location of sleeve from non-woven geotextile perpendicularly to flow front and filling the sleeves with tailings 5 with formation of ground dam 4. |
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Method of erecting of washed up protective dam Method includes dumping and layer-by-layer building of protective and separating dams, routing of main and distributing sludge line, layer-by-layer dispersed banking of tailings for the beach. Note that building of separating dam is performed by layer-by-layer location of filtering screen made of non-woven geotextile, perpendicularly to the front of flow distribution according to specified volume of banked tailings. |
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Method for construction of sand beach and device for its realisation Subsurface part of the beach is washed from the surface of a water reservoir onto a protective screen laid onto the bottom of the beach subsurface part. Then above-water coastal part of beach is filled. Sand hydraulic mixture is prepared in sump installed in technological trench joined to water reservoir and filled with water. Movement of floating pulp line on water surface of beach is carried out from coast by means of guide ropes. Technological trench is arranged as longitudinal through or dead-ended, or as transverse and dead-ended. Sump is arranged as movable or stationary. Floating pulp line is moved on water surface perpendicularly to coastal line or along semicircle. Device comprises hydraulic transport installation, distribution pulp line equipped with holes, protective screen arranged of tissue materials and sump equipped along perimetre with a safety net, and with a sieve on top. Pulp line is arranged as floating, has a coastal connection and is equipped with guide ropes. Protective screen is equipped with pioneer cantledges. |
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Water-engineering system comprises a soil dam, which forms a water storage pond at the waterway, a water outlet of open type, arranged between the blind parts of the ground dam and an inlet threshold arranged where the waterway enters the pond. At the discharge slope of the dam and at the bottom of the pond cup there is an antifiltering water-impermeable geomembrane made of polymer material. The water outlet is a gabion structure reinforced with lengthy bars and transverse elements made of shaped rolled metal and is enclosed at the bottom and at the sides into a polymer geomembrane. The water outlet geomembrane within its head part to the specified level is coupled with the pond geomembrane in a water-impermeable manner. The inlet threshold is made of gabions joined to each other and forming a solid flexible gabion structure, at the bottom and sides enclosed into a heat-insulation shell and a water-impermeable geomembrane, which is coupled with the pond geomembrane, and by means of a frost curtain - to permafrost soils of foundation and boards. The frost curtain is arranged along the cog filled with the cohesive soil and is made by means of at least one unit, freezing pipes of which are arranged along the cog and are bent. The cooling unit comprises two external heat exchangers and two soil heat exchangers installed at the specified distance from each other. The external heat exchanger represents a tubular expander, which gives heat of the liquid coolant with its natural convection in the unit to the cold outside air. The soil heat exchanger is a freezing pipe arranged in soil and bent along length, and its diametre is less than the diametre of the tubular expander. One freezing pipe is hydraulically communicated with the inlet (head) end to the part of one (first) tubular expander, which is lowest in height, and with the outlet (drain) end - to the middle part of the other (second) tubular expander. The other freezing pipe is hydraulically communicated with the inlet end to the lower part of second tubular expander, and with the outlet end - to the middle part of the first expander. Drain holes of outlet ends of the freezing pipes are arranged at the same level. Method to operate the water-engineering system includes filling of the pond with inflow water to a sage level in warm season of the year, subsequent drain of some inflow water from the pond through the water outlet and water intake from the pond for the user during the year with simultaneous exhaustion of the pond down to the permissible level to the end of the cold season of the year, which is characterised by exceeded intensity of water intake above the intensity of water inflow into the pond. In cold season of the year additional water is supplied into the pond from an adapted source. |
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Unit of ground dam coupling with concrete structure Unit of a ground dam coupling with a concrete structure includes a coupling abutment. The surface of the abutment coupling with the water-retention part of the ground dam is coated with a bentonite mat, comprising layers of woven and non-woven geotextile, between which granules of sodium bentonite are arranged. The bentonite mat with a layer of woven geotextile adjoins a coupling abutment, and with the layer of a non-woven geotextile it faces the side of the ground dam. |
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Dam includes an antifiltering element in the form of a core from clayey material with a trench arranged in it. The trench passes along the structure axis, is deepened down to the forecasted border of the dam crown freezing and is filled with a low-plastic gel-like material - cryophylactic with low freezing temperature. The cryophylactic may be a mixture of fine-grained fraction of sandy-loam soil and water-insoluble organosilicic liquid with viscosity of at least 600-800 centipoise. |
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Ground dam on permafrost soils Ground dam comprises a body and an antifiltration device arranged within the limits of the central part of the ground dam body and coupled with permafrost soils in a watertight manner. Coupling is carried out by means of an ice-soil shell made of a moist cohesive soil, arranged within the limits of the middle part of the ground dam foot on natural surface of permafrost soils and frozen to them. The lower end of the antifiltration device is jammed in the ice-soil shell for the specified value in a watertight manner. Cooling elements of the freezing system are arranged in an ice-soil shell and provide for maintenance of this shell in a frozen, ice-soil condition during operation of the ground dam. |
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Water engineering system on permafrost soils Water engineering system on permafrost soils comprises a ground dam that creates a water reservoir in the water course and is equipped with an antifiltration device and a freezing system, and an open spillway arranged between dead parts of the ground dam. The antifiltration device comprises a screen and an upstream apron made with a watertight geomembrane from polymer material. The underlying layer of the upstream apron is made of low-watertight local soils of a seasonal thawing layer and/or quarried soils. Cooling elements of the freezing system are arranged in soils of the ground dam downstream shell above the upper border of permafrost soils and provide for freezing of seasonal melting layer soils and bed talik of the watercourse in the specified area. The open spillway is arranged in the form of a gabion structure, which is enclosed at the bottom and at the sides into a watertight geomembrane of polymer material, which, within the limits of the spillway head part is coupled with the geomembrane of the screen in a watertight manner to the level of the upper edge of the screen at the area of the ground dam. |
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Ground dam on permafrost soils Ground dam comprises a body made of soil, an antifiltration device in the form of a water impermeable geomembrane from polymer material, arranged within the limits of the central part of the dam body and tightly coupled with permafrost soils by means of an ice-ground prism, a freezing system and a layer of heat insulation. The ice-ground prism is made of moist cohesive soil, is arranged under the central part of the dam body on the natural surface of permafrost soils and is frozen to them. Cooling elements of the freezing system are arranged in the ice-ground prism and during the dam operation provide for keeping this prism in ice-ground condition, frozen to permafrost soils. Each cooling element of the freezing system is arranged in the form of a metal pipe of large diametre, providing for visual inspection and repair of such cooling pipe from inside, and by means of inlet and outlet section the cooling pipe is communicated to atmosphere. The layer of heat insulation is made of cellular plastic with tightly closed pores, is arranged underneath the dam body foot on the prepared surface of frozen season-thawing layer at the top side from the geomembrane and above the ice-ground prism, and adjoins it tightly. At the same time the lower part of the geomembrane is tightly jammed in the ice-ground prism. |
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Unit of ground dam coupling with concrete structure Unit of a ground dam coupling to a concrete structure includes a connecting abutment. The surface of the connecting abutment in the area of the ground dam adjacency is coated with a polymer-containing layer with an open-pore surface facing the ground dam. The surface of the connecting abutment at least within the limits of possible freezing is coated with a geomembrane. The geomembrane is made of polyethylene, is arranged between the polymer-containing layer and the connecting abutment, and is fixed to the connecting abutment. A collecting channel is arranged near a bottom face of the water-retention part of the ground dam. The channel is formed in the cross section with a semi-pipe made of polyethylene, which is tightly fixed to the geomembrane with the possibility to receive water that filters along the coupling unit and to send this water specifically outside the limits of the ground dam. |
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Method for tier stocking of grain wastes into sludge pond drained near base of beach zone Method includes creation of reservoir of the first tier by erection of primary dam, discharge of pulp from pulp line into reservoir of the first tier with arrangement of beach zone of wastes upstream primary dam, and a settling pond is developed at the distance, serial creation of reservoirs of upper tiers by erection of previous tier of raised dam each time on the inwash beach, and discharge of pulp from pulp line into tier reservoir every time with arrangement of beach zone of wastes upstream raised dam and preservation of settling pond. At least in front of one raised dam a fore apron is created, which provides for creation of aerated zone between itself and base of beach zone in wastes, specified under the conditions of dimensions safety. Fore apron is created by mudding near surface of beach of wastes layer inwash with highly dispersed (microdispersed) silicon dioxide, which after termination on section of pulp discharge is applied onto surface of inwash beach in specified amount in the form of water-colloid suspension layer. This suspension is applied after cold season of the year and arrangement of frozen crust near surface of inwashed beach, providing for performance of works, and pulp discharge is recommenced after warm season of the year and melting of snow inwash on the beach, producing water, which carries silicon dioxide into layer of wastes. |
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Spillway structure of accumulator of hardening industrial wastes Spillway comprises discharge well, foundation part of which is coupled with drain pipe made of metal and equipped with protective coating from outside. Protective coating is arranged from polymer material, comprising plasticiser in amount to produce smooth and low-energy external surface of drain pipe. Calculated value of tangent stresses τc, specified by specific forces of adhesion of hardening wastes with surface of discharge pipe and friction forces between them, complies with requirement τc≤2σn 2·δc/ac·Ec, where σn - calculated (permissible) value of increment of stretching stresses in wall of drain pipe as cracks open in hardening wastes and cross this pipe; δc-calculated thickness of drain pipe wall; ac - design value of crack opening; Ec - calculated module of elasticity of drain pipe wall material in stretching. |
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Method for erection of drained slag dump Invention relates to the field of construction of dumps of ash and slag materials of thermal power plants, heating boiler houses and may be used to erect drained slag dump without raised dams and settling pond. For this purpose prior to cold season of the year, without termination of slag inwash, on surface of slag dump under exhaust nozzles of pulp line there are distribution collapsible trays installed on supports together with covering frame-shield galleries with inlet hatches, afterwards surface of slag dump and galleries are coated with heat insulation screen. Galleries are filled in direction from their end to their beginning. Winter inwash of slag is carried out until previously washed slag freezes under heat insulation screen. On completion of cold period, heat insulation screen, frame-shield galleries and collapsible distribution trays are dismantled and stored for use in the following cold period of the year. Slag inwash in summer period is resumed after thawing of frozen layer of slag. |
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Method for tier stocking of grain wastes into sludge pond drained near base of beach zone Invention relates to hydraulic engineering and is intended to tier stocking of grain wastes into sludge ponds drained near base of beach zone. Method includes creation of reservoir of the first tier by erection of primary dam, inwash of wastes into reservoir of the first tier with arrangement of beach zone upstream primary dam, and a settling pond is developed at the distance, serial creation of reservoirs of upper tiers by erection of previous tier of raised dam each time on the inwash beach, and inwash of wastes into tier reservoir every time with arrangement of beach zone and preservation of settling pond. At least in front of one raised dam a fore apron is created, which provides for creation of aerated zone between itself and base of beach zone in wastes, specified under the conditions of dimensions safety. Fore apron is created from inwash wastes by means of water permeable fabric made of geotextile material. Fabric is laid in serial sections onto inwash beach in specified area of fore apron creation after termination of wastes inwash on the section, erection of another raised dam and immediately before recovery on inwash section. Rated diameter of water conducting (filtering) openings of water permeable fabric D0 rn provides first for creation of transition layer directly in front of water permeable layer from wastes, where particles of wastes are arranged according to principle of return filter, and then for creation of antifiltration layer in front of this transition later, within the limits of which the pore space in wastes is mudded with fine particles. |
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Recultivation method of compartment of inwash storage unit, which is filled with wastes Method involves formation above the filled compartment of recultivation body from wastes with external surface of the specified convex shape and necessary for water flow and increase of the compartment capacity, and coating of external surface of recultivation body with layer of earth. At least lower part of recultivation body is formed in tiers, each of which is inwashed under protection of enclosing element installed along the tier perimetre by means of distributed outlet of pulp from pulp line so that sediment pond is formed in central part of tier and beach, which is specified on the basis of safety condition of width near the enclosing element providing the specified shape of external surface of recultivation body within the limits of the tier height. On wastes of beach zone of the compartment or tier of recultivation body there made is at least one water intake chamber in the form of the channel formed with dams and connecting the water intake facility to sediment pond. During tier-by-tier formation of recultivation body the dam crests of channels are maintained above water level in sediment pond, and water is supplied from channel by means of water intake facility to the water conduit of the water supply system of waste hydraulic transport. Length of channel section, which changes at inwash of wastes, from inlet threshold formed with wastes to water receiver of water intake facility 1k is brought into line with the following condition: Lchannel≥(hs-ht)/iunderwater, where hs - the specified water depth before water receiver of water intake facility; ht - water depth at inlet threshold of the channel; iunderwater - average slope of the projection of underwater inwash of wastes. |
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Method for recultivation of inwash tailings pond adjacent to slope Method consists in formation of recultivation body over filled pond from wastes with specified convex shape of external surface required for water drain, increase of pond capacity and improvement of esthetic value of landscape, and in coverage of external surface of recultivation body with a layer of soil. At least lower part of recultivation body is formed in tiers, every of which is washed under protection of barrier element by means of dispersed pulp discharge from pulp line to create a setting pond adjacent to slope and beach, with width specified by safety condition around barrier element, which provides, within the limits of tier height, giving recultivation body specified shape of external surface, afterwards upper part of recultivation body is formed. To obtain all of this, at least one water intake bucket is made on slope in the form of canal, which connects overtile to settling pond, and its sides are formed by means of excavation and/or backfill and exceed water level in settling pond. Upper part of recultivation body is formed by means of settling pond washing by wastes of settling pond with water displacement into canal done through dispersed discharge of pulp from pulp line at the side of slope. Length of canal section that varies in process of wastes washing from inlet threshold formed by wastes to overtile lo by means of canal extension towards settling pond is brought in compliance with the following condition: lo≥(hs-ht)/iunder, where hs - specified depth of water upstream overtile; ht - depth of water at inlet threshold of canal; iunder - average inclination of surface in underwater washing-in of wastes. |
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Accumulator of liquid wastes at industrial enterprises Invention relates to hydraulic erection of sludge accumulators, tailing dumps and ash disposal areas for storage of wastes, which are capable of hardening and forming deformation cracks. Accumulator comprises earth reservoir, overtile and header washed with hardening wastes, which is made of steel pipes and is equipped with protective coating on the outside. Protective coating is made of polymer roll material and prevents damage of steel pipes as deformation crack is formed in hardened wastes, at the same time the following condition is observed where τd - design value of shear stresses between hardened wastes and steel pipe occurred due to specific forces of adhesion and friction; σi.d - design value of tensile stress increment in wall of steel pipe as crack opens; δd - design thickness of steel pipe wall; α - value of crack opening; Ed - design module of elasticity as material of steel pipe wall stretches. Protective coating may be made of polyethylene film and contain a layer of consistent lubricant in the base. Steel pipes may contain a layer of polyethylene applied (sputtered) at manufacturing facility. |
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Inventions relate to the field of hydraulic engineering and may be used in creation and reclamation of washed in collectors of grainy wastes, such as tailing dumps, sludge collectors and ash disposal areas, which adjoin slope of hillside or beam. Collector comprises earth reservoir formed by barrier dams and slope, system of washing-in arranged in the form of distribution pulp line with outlets and water intake structure equipped with water receiver, which takes water from settling pond, and drain water line, which supplies this water into system of wastes hydraulic transport return water supply. Collector is equipped with at least one water intake bucket made on slope in the form of canal, which connects water intake structure to settling pond, and its sides are formed by means of excavation and/or backfill and exceed water level in settling pond. Water receiver of water intake structure is arranged as floating and is equipped with pump and/or siphon, and drain water line is equipped with at least one hinged insert. Length of canal section that changes in process of wastes washing from inlet threshold formed by wastes to water receiver of water intake structure lc meets the following criterion: lc≥(hs-ht)/iunder, where hs - specified depth of water upstream water receiver of water intake structure; ht - depth of water at inlet threshold of canal; iunder - average inclination of surface in underwater washing-in of wastes. |
Another patent 2513915.