The method of construction, flexible mounting face

 

The invention relates to hydraulic construction and can be used as shore protection structures in erodible channels of rivers, canals and other structures. The method of construction of the flexible face mounting waterworks includes stacking overlap braided mesh by unrolling the rolls of the long side across the direction of flow with the fixation on the slope anchors, scored normal to the surface of the slope, and the formation of a solid carpet. What's new is that the grid is placed on the slope of the preparation in the form of a return of gravel or crushed stone filter and grid are connected with the connecting wire, and the carpet is formed with apron or bury ground, and over braided mesh consistently placed concrete or high-strength mortar, evenly covering it, which is compacted wear-resistant materials. Technical result provided by the invention is to improve the efficiency and reliability of coastal protection riverbeds and channels from erosion and durability lifetime of shore protection structures. 1 S. and 4 C.p. f-crystals, 16 ill.

The invention from the capabilities of in erodible channels of the rivers, canals and other structures.

Known polonaruwa and method of construction (EN 2076168 C1, E 02 In 3/00, 3/12, 27.03.1997), in which the prepared Foundation and the open trench mounted uneven blocks of G-shaped root part, embedded in the shore to the head part with the formation speed of the tray and with decreasing height of the walls from the shore to the bed. When this blocks connect to the lower shelves on the base of the tray, which is then filled with concrete, the front tray to the fixtures attach the reinforcing bars. Top across the tray in the joints adjacent blocks and the front of the tray above the lattice sets with partial input tray metal or concrete bridge. In front of the tray horizontally in two rows mounted modular cubes are pivotally interconnected with reinforcing belts of the tray.

The disadvantage of this technical solution are:

- design and method of construction is quite complicated;

- this solution is not efficient to use for mounting slopes of dams;

after construction due to partially fill the space between polisaprogenic and their deformations lost aesthetic appeal;

- the traditional mounting, (see Altunin S. T. Regulation of riverbeds, Moscow. Symptoms, 1956, S. 62-64) including laying along the banks of the channel on the basis of the completed stone gabion prismatic shape. The disadvantage of this technical solution are:

- rigidity of gabion insufficient, as there is no connection between the filler inside the gabion and between gabions;

the shape of the frame of the gabion is variable, as there are no marks inside the gabion;

- durability of fastening, consisting of such spaces is small due to grid corrosion and destruction fastening;

- the environment is not favorable technical solution.

The closest technical solution is the method of construction of a flexible high-wall mounting, including stacking overlap braided mesh by unrolling the rolls of the long side across the direction of flow with the fixation on the slope anchors, scored normal to the surface of the slope, and education of whole carpet (see SU 1214823 A, E 02 B 3/04, 3/12, E 02 D 17/20, 28.02.1986).

The objective of the invention is to improve the efficiency and reliability of coastal protection riverbeds and channels from erosion and durability lifetime of shore protection structures.

The deliver the structures, including stacking overlap braided mesh by unrolling the rolls of the long side across the direction of flow with the fixation on the slope anchors, scored normal to the surface of the slope, and the formation of whole carpet according to the invention the grid is placed on the slope of the preparation in the form of a return of gravel or crushed stone filter and grid are connected with the connecting wire, and the carpet is formed with apron or bury ground, and over braided mesh consistently placed concrete or high-strength mortar, evenly covering it, which is compacted wear-resistant materials. As wear-resistant materials can use stones, the size of which is from the base to the top of the mounting decrease. As wear-resistant materials can be used tile thickness from the base to the top of the mounting is reduced. The thickness of the braided wire mesh from the base to the top mounting can be reduced. One-piece carpet woven mesh apron or recessed base can be mounted on a slope anchors drop-down tips.

Technical result provided by the invention is to improve efficiency is sustained fashion structure.

The invention is illustrated by drawings, where Fig.1 shows a cross-section of the dam with flexible high-wall-mount apron-covered stone, General view; Fig.2 is a cross section of the dam with flexible high-wall mount, recessed into the ground and covered with stone, General view; Fig.3 - the slope with the hair braided mesh prepared on the basis of overlap, in a perspective view; Fig.4 - node a in Fig.2; Fig.5 - woven mesh, General view; Fig.6 - slice flexible slope fastening, covered in stone with decreasing size of the stones up; Fig.7 is a cross section of the dam with flexible high-wall mount and apron, covered with tiles, General view; Fig.8 is a cross section of the dam with flexible high-wall mount, recessed into the base, covered with tiles, General view; Fig.9 is a plan of the dam with flexible high-wall mount, recessed into the base, covered with tiles; Fig.10 - node In Fig.8; Fig.11 - laying tile over concrete or high-strength mortar, axonometric view of Fig.12 - fragment flexible slope fastening covered with tiles with decreasing in size upward; Fig.13 - the anchor drop-down tip, General view; Fig.14 - node in Fig.13; Fig.15 - the tip of the anchor in the expanded position; Fig.16 - nakonec is more of preparation 2 in the form of a return of gravel or crushed stone filter and flexible high-wall mount 3 apron 4 or recessed into the base 5. For the preparation of 2 stack lower layer woven mesh 6 by unwinding rolls 7 the long side across the direction of flow. Braided mesh 6 stack offset and education overlap 8. In place of overlapping 8 braided mesh 6 are connected with a connecting wire 9. Connecting wire 9 twist device for twisting wire (not shown). The so formed carpet woven mesh 6 is fixed anchors 10, scored normally on the slope of the dam 1. On a carpet woven mesh 6 is placed and evenly spread with the concrete or high-strength mortar 11, which is firmly placed stones 12 or 13 tiles. The tiles 13 to enhance the adhesion them with concrete or high-strength mortar 11 are anchor loops 14, and at least two each. As the anchors, you can use the anchor drop-down lugs 15. The lugs 15 are composed of 16 petals that appear as a result of lowering of the rings 17, connected by braces 18 via hinges 19 when lifting the anchor up.

Preparation of 2 serves as a filter and prevents mechanical suppose under a flexible sloping bracket 3 (Fig.1). The lower end of the unwound roll 7 grid 6 may be horizontal and this method of packing is braided mesh 6 due to the integrity of the grid carpet capable of withstanding very high loads in tension. This load depends on the thickness of the wire and can be up to 5-10 tons per meter of length of the braided mesh 6. Device for twisting the wire has a special hole that probivautsa ends of the connecting wire 9 and further lever roll thus formed a strong connection. The thickness of the braided wire mesh 6 up fastening may be reduced from 6 to 4 mm

The described method of mounting slopes more reliable than known similar technical solutions. While durability of these structures is 1.5-2 times as provides protection from sufoziya and abrasion mesh.

Claims

1. The method of construction flexible slope of mount hydraulic structures, including stacking overlap braided mesh by unrolling the rolls of the long side across the direction of flow with the fixation on the slope anchors, scored normal to the surface of the slope, and the formation of whole carpet, characterized in that the grid is placed on the slope of the preparation in the form of a return of gravel or crushed stone filter and grid are connected with the connecting wire, and the carpet is formed with apron or agnomina covering her which is compacted wear-resistant materials.

2. The method of construction flexible slope of mount hydraulic structures under item 1, characterized in that as wear-resistant materials used stones, the size of which is from the base to the top of the mounting decrease.

3. The method of construction flexible slope of mount hydraulic structures under item 1, characterized in that as wear-resistant materials used tiles, the thickness from the base to the top of the mounting is reduced.

4. The method of construction flexible slope of mount hydraulic structures under item 1, characterized in that the thickness of the braided wire mesh from the base to the top of the mounting is reduced.

5. The method of construction flexible slope of mount hydraulic structures under item 1, characterized in that the solid carpet of woven mesh apron or recessed base is fixed on the slope anchors drop-down tips.

 

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FIELD: building, particularly hydraulic structure reinforcement.

SUBSTANCE: method is performed in two-stages. The first stage involves forming vertical elongated flat ground massifs secured by hardening material. Massifs are created in crest embankment area and in upper area of embankment slope so that massifs are spaced minimal available distance from crest and pass through embankment body, including land-sliding upper embankment slope area. Massifs are anchored in mineral bottom by lower edges thereof and are arranged at least in three rows and there are at least three massifs in each row. Method for massifs forming involves driving double-slotted injectors directly in embankment ground or in wells formed in embankment and having plugged wellhead; orienting injector slots perpendicular to hydraulic pressure head vector direction in embankment area to be reinforced; injecting hardening material under increased pressure across horizons from top to bottom or in reverse direction, wherein injection is initially performed under 5-15 atm pressure and at minimal rate in each second injector of one outermost row beginning from extreme ones; feeding hardening material in previously missed injectors in this row; supplying injectors of another extreme row with hardening material in the same way; feeding hardening material to ejectors of medium rows under 10-20 atm pressure; performing the second reinforcement stage as material hardens to obtain 70% strength. The second reinforcement stage involves forming vertical elongated flat massifs of secured ground anchored in mineral bottom by lower edges thereof and arranged at least in three rows, wherein each one includes at least three massifs. Massifs extend at the angle exceeding embankment slope angle to horizontal line. Massifs are formed with the use of double-slotted injectors in remainder embankment area. Injector slots are directed perpendicular to hydraulic pressure head vector direction in embankment area to be reinforced. Hardening material is ejected in above succession, wherein hardening material pressure is equal to design process pressure enough for direction of feeding hardening material through injector slots and lesser than hardening material injection pressure of the first reinforcement stage.

EFFECT: increased reliability of structure reinforcement; prevention of land-slide on structure slopes.

3 cl, 3 dwg

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