RU2135672C1 - Ring highway of megapolice and method for reconstruction of megapolice ring highway - Google Patents

Abstract

FIELD: construction engineering. SUBSTANCE: invention relates to construction of ring highways around large cities or megapolices such as Moscow and also to method of reconstruction of outer-ring highway of megapolice. In construction of outer-ring highway, total length of highway sections passing across overpasses is equal to 31-34% of total length of highway sections passing through underpasses. Total length of highway sections laid over ground base is larger than total length of highway sections going along overpasses and underpasses by 30-34 times and constitutes 95-97% of total length of highway. Ground base and carriage way over entire length of highway in lateral cross-section are made widened and contain additional sections for straightening of route and/or its ramification into route sections for one way of traffic direction and/or transient sections leading to artificial structures including such as underpasses or separated overpasses. Widened sections are located primarily at both sides of existing ground base and carriage way mainly symmetrically with respect to longitudinal axis of highway with creation of five-lane carriage way in each direction of traffic. Also given in description of invention is composition of asphalt-concrete mix to be used for building of multilayer pavement together with method of reconstruction of outer-ring highway which is realized by applying asphalt-concrete mix of given composition with provision of widening of existing ground base and highway pavement for building of carriage way for five traffic lanes in either direction together with reconstruction and/or erection of new artificial structures included in outer-ring highway. Application of aforesaid invention allows for optimization of design, functional potentialities of outer-ring highway, and also of method for its reconstruction, ensuring reduction of labour and materials cost and operating expenses and also reduction of erection periods due to optimal selection of required number of artificial structures per 1 km of highway and also due to optimal selection of components for asphalt-concrete mix, parameters of structural members, modes of performing separate operations and method for reconstruction of outer-ring highway, and also increasing traffic capacity of highway and ensuring optimal redistribution of traffic flows at crossing with other motor roads, and creating conditions of convenient and safety crossing of highway by pedestrians, motor and railway vehicles with simultaneous improvement of ecological situation and prolonging safety functioning of highway with longer periods between repairs. EFFECT: higher efficiency. 23 cl, 24 dwg

Description

 The invention relates to the field of construction, namely, to the construction of the ring highway of large cities - megacities, such as Moscow, as well as to a method of reconstruction of the ring highway of a metropolis.

 Known ring highway megalopolis, containing automobile, tram, trolleybus, railway and metro lines, laid, for example, along a radial-ring structure with passage through the central part of the city, overpass magnetic roads, railway and automobile stations, airports, and stationary on a magnetic road windings of a linear electric motor are placed on the vertical surfaces of the U-shaped track, and on the horizontal surface of the sheet one pair of conductors is placed of longitudinal tires, while the movable superconducting magnets of the engine are mounted vertically along the sides of the crew (carriage), and one of the roads, for example magnetic, is made in the form of a high-speed peripheral with two oncoming paths along the border of the metropolis and has transfer sections made with the possibility of traffic at different speeds, while adjacent to the stations of the district high-speed magnetic road: magnetic roads departing from the airports of the metropolis, end stations of radial there are metro lines, railway and car stations, with additional superconducting magnets horizontally mounted on the carriage, and on each vertical surface of the U-shaped strip of the magnetic road a pair is laid, and on the horizontal surface of the sheet are two pairs of conductive buses, while all pairs of conductive buses are laid so that a direct current of the opposite direction passes through each neighboring bus, and short-circuited resistive circuits facing one another are rigidly attached to all superconducting magnets oh its plane corresponding to a superconducting magnet, and the other - to the trip ticket web (cm. e.g. RU 2104363 C1, 02/10/98).

 There is also known a method of reconstruction of the ring highway of the metropolis, including maintaining the axis of the road with the existing reinforced concrete parapet fence with lighting poles, widening the subgrade and carriageway to both sides of the existing axis, erecting new and reconstructing existing artificial structures, including bridges, transport overpasses interchanges, pedestrian crossings at different levels, culverts (see, for example, What is the Moscow Ring Road, J. Transport Construction, 1996, N 4, pp. 33-35).

 Closest to the invention in its essence and the achieved result is a megalopolis ring highway containing a subgrade, road pavement, consisting of a base and cover with marking of the carriageway, a dividing strip and / or wall, fences, artificial structures: intersections with other highways and / or roads, including interchanges with exits, intersections with railways, bridge crossings, viaducts, tunnels, elevated and underground pedestrian crossings, drainage system an ode with ditches, and / or trays, and / or culverts, lighting, regulation and traffic safety systems, including light alarm systems, road signs, telecommunications, traffic police posts, as well as service and infrastructure systems, including gas stations , sinks, service and repair stations, environmental safety systems (see, for example, What is the Moscow Ring Road, J. Transport Construction, 1996, N 4, pp. 33-35).

 In terms of the method of reconstruction of the megalopolis ring highway, the essence and achieved result closest to the invention is the method of reconstruction of the megalopolis ring highway, including communications, reconstruction of the roadbed and pavement with widening of the carriageway and the formation of additional traffic lanes in each direction, reconstruction of existing and the construction of new artificial structures: bridge crossings, traffic intersections, overpasses under the intersection railways and highways, culverts, reconstruction of existing underground passages, implementation of measures to improve environmental protection and traffic safety, construction of service and infrastructure facilities, including reconstruction and placement of new gas stations with a full range of services for automobile maintenance , washing stations, traffic police posts with helipads, recreational areas for passengers and drivers, public services Niya, motels and terminals with parking for passenger and freight transport (see. e.g. Arutyunov B.C., New technologies for road construction in Moscow, w. Transport construction, 1997, N 9, p. 21-22).

 The disadvantages of the known solutions are the low traffic capacity, which does not satisfy the increased needs of the metropolis, the need for frequent repairs, outdated designs of interchanges and other artificial structures, which also do not satisfy the increased needs of the metropolis, and the deterioration of the environmental situation.

 The objective of the present invention is to optimize the design, functionality of the annular highway, as well as the method of its reconstruction, providing the possibility of reducing labor and material costs, as well as operating costs, as well as construction time by ensuring the optimal choice of the required number of artificial structures per 1 km of the highway, as well as the optimal selection of the composition of used asphalt concrete, parameters of structural elements, modes of individual operations and joint ventures the reconstruction of the ring highway as a whole, as well as increasing the throughput of the highway and ensuring the optimal redistribution of traffic flows at intersections with other roads, creating conditions for convenient and safe crossing of the highway by pedestrians, by road and rail, while improving the environmental situation and the durability of safe operation and increasing the duration overhaul periods.

The problem in terms of construction is solved due to the fact that the ring highway of the metropolis, containing a subgrade, road pavement, consisting of a base and cover with marking of the roadway, a dividing strip and / or wall, fences, artificial structures: intersections with other highways and / or roads, including interchanges with exits, intersections with railways, bridge crossings, viaducts, tunnels, elevated and underground pedestrian crossings, a drainage system with ditches, and / or trays, and / and whether culverts, lighting, regulation and traffic safety systems, including light-signaling systems, road signs, telecommunications, traffic police posts, as well as service and infrastructure systems, including gas stations, car washes, maintenance and repair stations, environmental safety systems , according to the invention, in the plan it passes partially along the subgrade and partially along the artificial structures as part of the highway: bridge crossings and overpasses, while the total length of the sections of the highway, passing by bridge crossings is 31-34% of the total length of sections of the highway passing through overpasses, and the total length of sections of the highway laid along the subgrade is 30 - 34 times greater than the total length of sections of the highway passing through bridge crossings and overpasses 95 - 97% of the total length of the highway, while along the entire length of the highway, the subgrade and roadway in cross section are broadened and contain additional sections of straightening the route and / or branching it into sections of the route unidirectional movement, and / or transition areas adjacent to artificial structures, including overpasses and separate bridge crossings, while the broadening is located mainly on both sides of the existing subgrade and roadway, mainly symmetrically with respect to the longitudinal axis of the highway with the formation of a five-lane roadway parts in each direction of travel, consisting of four main lanes 3.75 m wide and a fifth transition-speed lane at least 20% wide Well, each of the other lanes, and between the carriageways of the highway with the opposite direction of traffic, a dividing strip is placed at least 1.3 times wider than the width of each of the main four lanes, and at least to the outer edge of each side of the carriageway in areas between artificial structures, a roadside adjoins at least 80% of the width of each of the main four lanes, with at least 40% of the roadside from the side adjacent to the broadening of the roadway and / or straightening sections the route, and / or its branching, and / or transitional sections, is made reinforced, and the pavement is multilayer, contains a lower frost protection layer of sand with a filtration coefficient of at least 2 m / day. with crushed stone embedded on top, two layers of rolled cement concrete, with a layer of bitumen emulsion or crushed between them, and a multilayer asphalt concrete coating, the lower layer of which is made of highly porous hot fine-grained asphalt mixture of type B grade 1 on top crushed stone M-800, a dense of hot fine-grained asphalt mixture of type A grade 1, containing: rubble gabbro-diabase fraction 12 - 18 mm and fraction 5 -12 mm, a mixture of natural sand with screening crushing gabbro-diabase gravel fraction 4.0 - 8.0 mm and fractions up to 4.0 mm, limestone mineral powder, polymer-bituminous astringent and cationic additive of the amine type in the following ratio of components, wt.%:
Crushed stone of gabbro-diabase fraction:
12-18 mm - 1.0-1.5
5-12 mm - 27-41
A mixture of natural sand with screening crushing gabbro-diabase gravel fraction:
4-8 mm - 15-29.5
up to 4 mm - 26-29
Limestone Mineral Powder - 8-12
Polymer-bitumen binder - 4.5-5
The cationic additive of the amine type by weight of the binder is 0.6-0.8,
moreover, between each coating layer is also a layer of bitumen emulsion or ground.

As a part of a polymer-bitumen binder, mainly road viscous bitumens of BND grades according to GOST 22245-90, and / or bitumen of BN grades, polymers: block copolymers of butadiene and styrene of the SBS type in the form of powder or crumbs, and / or DST-30- can be used 01 1 group according to TU 38 103267-80, and / or DST-30R-01 1 group according to TU 38 40327-90 of the Voronezh Synthetic Rubber Plant, and / or their foreign analogues: Finapren 502 or Finapren 411 from Petrofina, and / or Kraton D 1101, and / or Kraton D 1184, Kraton D 1186 by Shell, and / or Europren Sol T 161 from Enikem, and / or Kalpren 411 from P Epsol "; plasticizers: industrial oils of grades I-20A, and / or I-30A, and / or I-40A, and / or I-50A according to GOST 20799-88, raw materials for the production of viscous petroleum road bitumen according to TU 38 101582-88 or a mixture oils and raw materials, and in the composition of the asphalt-concrete mixture, a polymer-bitumen binder is used with physical and mechanical properties, respectively, for binder grades 300, 200, 130, 90, 60, 40:
needle penetration depth 0.1 mm:
at t = 25 ^o C - not less than 300, 200, 130, 90, 60, 40, respectively;
at t = 0 ^o C - not less than 90, 70, 50, 40, 32, 25, respectively;
softening temperature on the ring and the ball, ^o C:
not lower than 45, 47, 49, 51.54.56, respectively;
elongation, cm:
at t = 25 ^o C - not less than 30, 30, 30,30,25, 15, respectively;
at t = 0 ^o C - not less than 25, 25, 20, 15, 11, 8, respectively;
fragility temperature, ^o C:
not higher than -40, -35, -30, -25, -20, -15, respectively;
elasticity,%:
at t = 25 ^o C - not less than 85, 85, 85, 85, 80, 80, respectively;
at t = 0 ^o C - not less than 75, 75, 75, 75, 70, 70, respectively;
softening temperature change after heating, ^o C:
no more than 7, 7, 6, 6, 5, 5, respectively;
flash point, ^o C:
not lower, respectively 220, 220, 220, 220, 230, 230;
As a cationic additive can be used adhesive additive Interlene JN / 400-R of the company "Herchimica" in the form of a viscous liquid with a density at 15 ^o C 1.01 - 1.03 g / cm ³ , flash point not lower than 180 ^o C, viscosity according to Engler at 50 ^o C 9.0 - 10.0 ^o E in an amount of 0.6 - 0.8% by weight.

The subgrade, at least for part of the length of the broadening sections, and / or straightening sections, and / or branching sections, and / or transitional sections, mainly passing in the embankment, can be made of compacted sand or non-porous sandy soil, and pavement made of sequentially from the bottom up laid on the prepared - planned in the recesses or compacted and aligned in the embankments base layers:
frost-resistant sand with a filtration coefficient of at least 2 m / day with a thickness of 0.5 - 0.8 m with a layer of crushed stone embedded in its upper part, mainly limestone, of a grade of at least M-600 with a thickness of at least 0.10 m;
rolled layer of cement concrete of the M-100 brand on crushed stone, mainly of limestone brand of at least M-600, with a thickness of at least 0.15 m;
a layer of bitumen emulsion or ground;
rolled layer of cement concrete of grade M-100 on crushed stone, mainly limestone, grade not less than M-600 with a thickness of not less than 0.07 m;
a layer of highly porous asphalt concrete from hot fine-grained macadam mixture of grade I mainly on granite macadam of grade M-800 with a thickness of at least 0.07 m;
a layer of dense asphalt from hot fine-grained crushed stone mixture of type “A” grade I on crushed sand, modified bitumen and crushed stone, mainly on granite, grade no lower than M-1200 with a thickness of at least 0.05 m;
Pavement, at least for part of the length of at least part of the ramps, can be made from the base in the form of a layer of sand with a thickness of 0.4 m with a filtration coefficient K _f > 2 m / day, with an embedded layer of limestone crushed stone located on top of it M-600 with a thickness of 0.10 m and two layers of rolled cement concrete located on top of the crushed stone, the lower of which M-100 on the limestone crushed stone M-600 has a thickness of 0.15 m, and the upper one also M-100 on limestone crushed stone M-600 0.18 m, and located on top of the base of the coating in the form of two layers of dense asphal concrete, the lower of which is made of hot coarse-grained crushed stone mixture of type B grade 1 on crushed sand, on granite crushed stone M-1200 with a thickness of 0.12 m, and the upper - from hot fine-grained crushed stone mixture of type A grade I on crushed sand on modified bitumen and M-1200 granite crushed stone with a thickness of 0.05 m, while in the areas of roadsides the sand layer is made thicker than the thickness of the sand layer of the base of the carriageway, and is reinforced with a layer of crushed stone material 0.15 m thick on top of which a layer of dense asphalt concrete is laid from a hot sand mixture of type G grade I of a thickness of 0.05 m and a layer of jammed crushed stone material 0.10 m thick, and the reinforcement of each cuvette is made of monolithic concrete 0.10 m thick on a crushed stone layer 0.1 m thick, and the slopes are reinforced by sowing grass over a 0.15 m thick fertile soil layer.

At the bends of the congresses, pavement can be made with a one-sided slope of 40 ^° / °° and consists of a base in the form of a layer of sand whose thickness with embankments more than 1.5 m high is 0.30 m, and with embankments less than 1 , 5 m and in recesses - 0.50 m, and two layers of rolled M-100 cement concrete on M-600 limestone crushed stone, the lower of which has a thickness of 0.15 m and the upper one is 0.18 m, and the coating laid on top in the form of two layers of dense asphalt concrete, the lower of which is made 0.07 m thick from hot coarse-grained crushed stone mixture of type B grade I on crushed sand, on granite crushed stone M-1200, and the top one - 0.05 m thick from hot fine-grained crushed stone mixture of type A grade I on crushed sand, on modified bitumen and granite crushed stone M-1200, and in the areas of the location of the curbs sand is made exceeding the thickness of the sand layer in the roadway zone, and a layer of crushed stone material 0.15 m thick is laid on top of the sand, and the slopes are strengthened by grass sowing along a 0.15 m thick layer of fertile soil.

At least part of some exits, at least in part of their lengths, can be made combined with adjacent sections of at least part of other exits, and in combined sections of exits, the carriageway is gable with slopes in the areas of the carriageway 20 ^° / °°, and in the zones of roadsides - 40 ^° / °° and consists on the roadway of the base in the form of a sand layer with a slope of 30 ^° / °°, with K _f > 2 m / day, 0.30 m thick with embankments with a height greater than 1.5 m and a thickness of 0.50 m - for embankments with a height of less than 1.5 m and in recesses, sunk to limestone crushed stone M-600 with a thickness of 0.10 m and laid on top of it two layers of rolled cement concrete M-100 on limestone crushed stone M-600, the lower of which has a thickness of 0.15 m and the upper one - 0.18 m, and laid on top the base of the pavement is made of two layers of dense asphalt concrete, the lower of which is made 0.07 m thick from hot coarse-grained crushed stone mixture of type B grade 1 on crushed sand, on granite crushed stone M-1200, and the upper one - 0.05 m thick from hot fine-grained crushed stone mix Type A grade I on crushed sand, on modified bitumen and gr M-1200 crushed stone, moreover, in the areas of roadsides, the thickness of the sand layer exceeds the thickness of the sand layer in the carriageway area, and a layer of crushed stone material 0.15 m thick is located on top of the sand, while the cuvettes are reinforced with 0.10 m thick concrete on a crushed stone layer thick 0.1 m, and slopes - sowing grass along a 0.15 m thick layer of fertile soil.

 Environmental safety systems may include noise screens and noise walls with a total length of 13-15% of the length of the ring highway, installed at the closest proximity of the highway to residential, and / or public, and / or administrative, and / or industrial buildings and complexes, noise screens are prefabricated in the form of racks forming a frame mounted on a monolithic strip or intermittent foundation and filled from noise panels containing at least one perforation this sheathing and the inner layer of sound-absorbing material, and mounted on the uprights of the frame, and on non-horizontal sections of the terrain adjacent to the highway in the area of the noise screens, the latter are installed on the foundations that are similar to the relief profile, with a difference in the levels of the foundations cuts under the support of the noise panels made according to at least in part of the struts of the frame along the length of the noise shield, the noise walls are at least partially supported by a monolithic grill pile of base and at least partially made monolithic and are provided, at least on the front side facing the pipe, decorative jointing simulating the cutting of the wall in the concrete blocks.

 Fences can be installed on the carriageway in the zone of the dividing strip coaxially with the axial line of the highway and at the curbs, and the fences in the zone of the dividing strip are made of two types: in sections of the highway laid along the subgrade, in the form of a separation-barrier fence from blocks with a curvilinear concave surface, ensuring the prevention of skidding and / or ejection of cars into the oncoming lane and eliminating the possibility of frontal collisions of cars moving in different directions, at the same time, the supporting parts of the height-dimensional lighting masts are mounted in the design of the separation and barrier enclosure, and inside the separation and barrier enclosure blocks, at least in the lower half of their height, cavities are formed that together comprise at least one through energy communication channel for passage power supply cables for lighting systems and / or telecommunications, and in the areas of bridge crossings and overpasses, fences are made in the form of two parallel rows of racks located on both sides of the main line within the dividing strip and fixed on them from the side facing the corresponding traffic stream, horizontally or at least parallel to the surface of the carriageway, continuously extended fenders from corrugated profiles made of metal or metal, or reinforced composite materials, and fences at the roadsides of the highway, both in areas laid along the subgrade and on artificial structures, are made similar to the long fenders from corrugated profiles mounted on racks and equipped with catadioptres.

 Strengthening the slopes of the subgrade, bridge cones and banks of small rivers in the areas of intersection with the highway can be made in the form of plastic geogrids, including geoframes mainly in the form of a flexible modular cellular structure, in open areas of slopes irradiated by solar radiation, filled with plant soil with sowing grass, and in the shaded areas under bridge crossings and overpasses - mainly crushed stone, and / or cement-concrete mixture, and / or in the form of gabbon structures made of thin-walled mats asyno-sloping and box-shaped thrust-box structures made of mesh metal-galvanized elements with high aero- and hydro-transparency, for slopes of drainage and drainage ditches - with filling in the form of a stone outline, and / or crushed stone, and / or soil, including containing grass seeds in addition, the slopes of the subgrade, at least for part of the length between the artificial structures, as well as the cones and slopes in the areas of reconstructed and newly constructed transport interchanges, are provided with additional reinforcement in the form of a soil mixture with mines eral organic additives and grass seeds, either stacked and fixed organo fibrous mats with pre amended by the grass seeds and / or other plants.

 On long man-made structures such as bridge passages and / or overpasses at the junction points of the spans and at the junctions of the spans of artificial structures with embankments of the approach, expansion joints can be made with sealing joints, drainage grooves to remove water from the roadway and the possibility of longitudinal movement up to 330 mm, moreover, in the areas of interfaces with embankments of approaches in the latter there are transitional, mainly reinforced concrete, slabs that are located under by the traveling part of the highway, and for drainage of water that penetrates the waterproofing level of artificial structures, capillary drainage systems are made at the expansion joints, as well as at the lower edges of the spans, linked and / or combined with surface drainage systems, in the form placed under the pavement and / or in its lower part of the layer, including a drainage fiberglass mesh located above the inlet mouth of the drainage pipe, and located on the grid, a sketch of gravel, or expanded clay, or granular organic or organ-containing material, or bulk aero- and hydro-transparent synthetic material, and in the areas of embankments of approaches, and / or in sections of bends of exits, and / or linear sections of the highway, cascading spillway trays are installed that are installed with a common inclination that repeats the inclination of the slope, and at least in areas of some artificial structures, wastewater systems are equipped with treatment facilities, at least part of the subgrade sections in the areas of embankments of approaches, walls of abutments essential structures, as well as the initial and final sections, mainly directed exits, are made with anchor armo-soil elements, while the complex armo-soil structure is made in the form of compacted soil layers with a compaction coefficient of up to 0.98, between which layers of geotextile material are laid, mainly from roving fabric in the form of panels placed with an overlap of 15 - 20 cm, while to create reverse filtration, at least in certain areas from the abutments additional layers of dornite are laid with a roving fabric, in addition, at least in places of recesses on the route line, and / or in excessively moistened areas of the embankment, drainage layers of sand and / or sand and gravel are placed in the body of the subgrade, and / or, at least partially in the form of gravel or gravel.

 Solid and discontinuous lines of road marking and road signs and direction signs and organization of movement can be plotted on the carriageway of the highway, and road signs and signs, traffic lights and telemetry equipment, as well as mileage indicators, and traffic lights and road signs are installed on the curbs and over the roadway signs and pointers are installed on separate racks or frame T-shaped, or L-shaped, or U-shaped supports with crossbars, mainly forming trusses.

In terms of the method, the problem is solved due to the fact that in the method of reconstruction of the ring highway of a megalopolis, including the relocation of communications, reconstruction of the subgrade and pavement with widening of the roadway and the formation of additional traffic lanes in each direction, reconstruction of existing and construction of new artificial structures: bridge crossings, transport interchanges, overpasses under the railways and highways crossed by the highway, culverts, reconstruction of existing x underground passages, the implementation of measures to improve the environmental protection of the environment and traffic safety, the construction of service and infrastructure facilities, including the reconstruction and placement of new gas stations with a full range of services for the maintenance of cars, washing stations, traffic police posts with helipads, recreational areas for passengers and drivers, public services facilities, motels and terminals with parking for passenger and freight vehicles, according to and during the reconstruction of the Moscow Ring Road, work is carried out without interruption throughout the year, moreover, work to broaden the highway is carried out both on sections of it located on artificial structures, including bridge crossings and overpasses, and on the subgrade, while the total length of the sections of the highway broadening laid along the subgrade, take 30 - 34 times the total length of sections of the highway passing through bridges and overpasses, and constitute 95 - 97% of the total length highways, moreover, in the process of broadening the subgrade, at least on a part of the length of the subway in the areas adjacent to the newly erected sections of the subgrade to the slopes of the existing ones, they cut ledges in the form of a cascade of berms, and the height of the ledges is assumed to be a multiple or a multiple of the technological thickness layer of filling between the two horizons of the passage of compacting machines, pavement is multi-layered with a base and asphalt coating, at least the upper layer of which laid simultaneously on the entire width of the carriageway, at least within the same direction of movement, and makes it dense of hot fine-grained asphalt mix type “A” grade I, containing: rubble gabbro-diabase fraction 12-18 mm and fraction 5-12 mm, a mixture of natural sand with screening crushing gabbro-diabase gravel fractions of 4.0-8.0 mm and fractions up to 4.0 mm, limestone mineral powder, polymer-bituminous astringent and cationic additive of the amine type in the following ratio, wt.%:
Crushed stone of gabbro-diabase fraction
12-18 mm - 1.0-1.5,
5-12 mm - 27-41
A mixture of natural sand with screening crushing gabbro-diabase gravel fraction
4-8 mm - 15-29.5
up to 4 mm - 26-29
Limestone Mineral Powder - 8-12
Polymer-bitumen binder - 4.5-5
The cationic additive of the amine type by weight of the binder is 0.6-0.8,
moreover, a layer of bitumen emulsion or ground is applied to each coating layer.

As a cationic additive can be used adhesive additive Interlene JN / 400-R of the company "Herchimica" in the form of a viscous liquid with a density at 15 ^o C 1.01-1.03 g / cm ³ , a flash point of at least 180 ^o C, viscosity at Engler at 50 ^o C 9.0-10.0 ^o E in an amount of 0.6-0.8% by weight, and the additive is introduced into the finished binder, which is heated to 160 ^o C, the additive is fed without heating through the dispenser from the tank, and then carry out stirring with an anchor mixer and a circulation pump for 30-45 minutes to obtain a homogeneous mixture.

As a part of a polymer-bitumen binder, mainly viscous petroleum road bitumen BND grades according to GOST 22245- 90, and / or BN bitumen, polymers: block copolymers of butadiene and styrene like SBS in the form of powder or chips, and / or DST-30- can be used 01 I groups according to TU 38 103267-80, and / or DST-30R-01 I groups according to TU 38 40327-90 of the Voronezh Synthetic Rubber Plant, and / or their foreign analogues: Finapren 502 or Finapren 411 from Petrofina, and / or Kraton D 1101, and / or Kraton D 1184, and / or Kraton D 1186 of Shell company, and / or Europen Sol T 161 of Enikem company, and / or Kalpren 411 of firm Repsol "; plasticizers: industrial oils of grades I-20A, and / or I-ZOA, and / or I-40A, and / or I-50A according to GOST 20799-88, raw materials for the production of viscous petroleum road bitumen according to TU 38 101582-88 or a mixture oils and raw materials, moreover, in the composition of the asphalt concrete mixture, a polymer-bitumen binder is used with physical and mechanical properties, respectively, for binder grades 300, 200, 130, 90, 60, 40:
needle penetration depth 0.1 mm:
at t = 25 ^o C - not less than 300, 200, 130, 90, 60, 40, respectively;
at t = 0 ^o C - not less than 90, 70, 50, 40, 32, 25, respectively;
softening temperature on the ring and the ball, ^o C:
not lower than 45, 47, 49, 51, 54, 56, respectively;
elongation, cm:
at t = 25 ^o C - not less than 30, 30, 30, 30, 25, 15, respectively;
at t = 0 ^o C - not less than 25, 25, 20, 15, 11.8, respectively;
fragility temperature, ^o C:
not higher than -40, -35, -30, -25, -20, -15, respectively;
elasticity,%:
at t = 25 ^o C - not less than 85, 85, 85, 85, 80, 80, respectively;
at t = 0 ^o C - not less than 75, 75, 75, 75, 70, 70, respectively;
softening temperature change after heating, ^o C:
no more than 7, 7, 6, 6, 5, 5, respectively;
flash point, ^o C:
not lower than 220, 220, 220, 220, 230, 230, respectively.

Crushed stone of small fractions can be used in the asphalt-concrete mixture, which is obtained by crushing gabbro-diabase crushed stone of a fraction of 20-70 mm of the Prionezhsky quarry mine, mainly at the Betas type crushing and screening plant with indicators of physical and mechanical properties:
for gabbro-diabase gravel, fractions of 5-10 mm - grades for crushability M-1400, grades for wear I-1, grades for frost resistance> F-100, true density 2.95 g / cm ³ ;
fractions of 10-15 mm - grades for crushing M-1400, grades for wear I-1, grades for frost resistance> F-100, true density 3.01 g / cm ³ with the content of grains of mineral material in the crushed stone of the fraction 10-15 mm and true density 2.99 g / cm ³ - diameter <15 mm - 95%, diameter <10 mm - 2%, diameter <5 mm - 0%, in gravel fractions 5-10 mm under the same conditions - diameter <10 mm - 99%, with a diameter of <5 mm - 2.5%, with a diameter of <2.5 mm - 1%, and also in the asphalt-concrete mixture crushing screening is used, which is obtained by screening, mainly on the “Svedala” plant, during the production of crushed stone with the content of grains of mineral material of true density 2.99 g / cm ³ - diameter <10 mm -99.7%, diameter <5 mm - 94.9%, diameter <1.25 mm - 55%, diameter <0.63 mm - 29.1%, with a diameter of <0.315 mm - 27%, with a diameter of <0.14 mm - 18.7%, with a diameter of <0.071 mm - 12.7%, and also in the asphalt mix use natural sand from the Sychevsky Mining and Processing Plant with true density of 2.64 g / cm ³ and the content of grains of mineral material with a diameter of <5 mm - 98.8%, a diameter of <2.5 mm - 87.9%, a diameter of <1.25 mm - 78.5%, a diameter of < 0.63 mm - 59.6%, diameter <0.315 mm - 33.7%, diameter <0.14 mm - 12.5%, diameter <0.071 m - 4,5% and in the bituminous mixture using a mineral limestone powder unactivated produced Domodedovskaya plant construction materials and structures, with a true density of 2.74 g / cm ^3, the content of the grains of mineral material with a diameter smaller than 1.25 mm - 100% , with a diameter smaller than 0.315 mm - 98.5%, with a diameter smaller than 0.071 mm - 79.5%, porosity 34.2%, swelling of samples from a mixture of powder with bitumen - 0.6%, bitumen rate of 47.0 g and humidity in% by weight - 0.1.

где Q - требуемый удельный расход воды, т/м³;

максимальная стандартная плотность грунта, г/куб.см;
К_у - требуемая степень уплотнения грунта;
W_opt - оптимальная влажность грунта, доли единицы;
W_е - естественная влажность грунта перед началом уплотнения, доли единицы;
α - коэффициент, учитывающий потери и составляющий 1,05-1,15, а толщину уплотняемого слоя грунта устанавливают, исходя из массы прицепного гладковальцового катка, или масс вибрирующего модуля самоходного гладковальцового катка и требуемых степени уплотнения и количества проходов
для песка пылеватого:
при К_у = 0,95 и числе проходов 4 - 8
при массе виброкатка 3 - 4 т - 0,3 - 0,4 м,
при массе виброкатка 6 - 8 т - 0,5 - 0,8 м,
при массе виброкатка > 12 т - 1,0 - 1,2 м;
при К_у = 0,98 - 1,0 и числе проходов 6 - 10
при массе виброкатка 3 - 4 т - 0,2 - 0,3 м,
при массе виброкатка 6 - 8 т - 0,4 - 0,7 м,
при массе виброкатка >12 т - 0,6 - 0,7 м;
для песка мелкого однородного с естественной влажностью W_е = 3 - 6%:
при К_у = 0,95 и числе проходов 3 - 4
при массе виброкатка 3 - 4 т - 0,3 - 0,35 м,
при массе виброкатка 6 - 8 т - 0,4 - 0,55 м,
при массе виброкатка > 12 т - 0,65 - 0,7 м;
при К_у = 0,98 - 1,0 и числе проходов 4 - 6
при массе виброкатка 3 - 4 т - 0,2 - 0,25 м,
при массе виброкатка 6 - 8 т - 0,3 - 0,35 м,
при массе виброкатка > 12 т - 0,4 - 0,45 м;
для песка мелкого однородного с естественной влажностью W_е = 6 - 8 %:
при К_у = 0,95 и числе проходов 4 - 6
при массе виброкатка 3 - 4 т - 0,4 - 0,45 м,
при массе виброкатка 6-8 т - 0,6-0,75 м,
при массе виброкатка > 12 т - 0,8-0,9 м;
при К_у = 0,98 - 1,0 и числе проходов 6 - 8
при массе виброкатка 3-4 т - 0,25-0,3 м,
при массе виброкатка 6-8 т - 0,4-0,6 м,
при массе виброкатка > 12 т - 0,5-0,6 м,
а для катков с кулачковым вальцом указанные толщины уплотняемого слоя увеличивают на 5- 10 см,
при этом при уплотнении маловлажных однородных мелких и средней крупности песков с W_е <4% количество проходов вибрационного катка по одному следу принимают не больше четырех, при этом для предотвращения образования недоуплотненых слоев по высоте земляного полотна с учетом эффекта приповерхностного разуплотнения в верхней части вибрационноуплотняемого слоя толщину каждого следующего по высоте отсыпаемого и подлежащего уплотнению слоя уменьшают на величину, равную толщине разуплотненной зоны предыдущего слоя, которая составляет при работе виброкатков массой 6-8 т - 0,1-0,15 м, а при работе виброкатков массой 12-15 т - 0,2-0,25 м, а в верхнем замыкающем слое земляного полотна разуплотнение поверхностной зоны предотвращают дополнительным увлажнением либо уменьшением массы виброкатка, применяемого, по крайней мере, на завершающем этапе уплотнения этого слоя, либо втапливанием технологической прослойки из щебня или гравия и уплотнения этой прослойки пневмоколесными катками массой 12-15 т, либо используют комбинированное уплотнение с обязательным увлажнением поверхности, при этом начинают уплотнение гладковальцовым вибрационным катком, а затем продолжают уплотнение кулачковым вальцом при выключенном вибраторе и скорости движения кулачкового катка 2,5 - 3 км/час, а при уплотнении глинистых грунтов с учетом их пластичности и содержания воды число проходов катка увеличивают в 1,5-2 раза по сравнению с аналогичными параметрами виброуплотнения песка, а толщину уплотняемого слоя уменьшают и принимают ее, исходя из массы виброкатка, требуемых степени уплотнения и количестве проходов
для супеси легкой, суглинка легкого пылеватого
при влажности 0,8 - 0,9 W_opt, К_у = 0,95 и числе проходов 6 - 8:
при массе виброкатка 6-8 т - 0,45-0,6 м,
при массе виброкатка > 12 т - 0,4 - 0,5 м;
при влажности 0,95 - 1,15 W_opt, К_у = 0,98 - 1,0 и числе проходов 8 - 10:
при массе виброкатка 6-8 т - 0,3-0,4 м,
при массе виброкатка > 12 т - 0,4-0,5 м,
а для суглинка тяжелого, тяжелого пылеватого, глины
при влажности 0,85 - 0,9 W_opt, К_у = 0,95 и числе проходов 8 - 10:
при массе виброкатка 6-8 т - 0,2-0,25 м,
при массе виброкатка > 12 т - 0,3-0,35 м;
при влажности 0,95 - 1,05 W_opt, К_у = 0,98 - 1,0 и числе проходов 10 - 12:
при массе виброкатка 6-8 т - 0,3-0,4 м,
при массе виброкатка > 12 т - 0,45-0,55 м;
причем при начальной степени уплотнения грунта К_у≤ 0,9 уплотнение начинают без вибрации, по меньшей мере, двумя проходами по одному следу, затем выполняют 2 - 4 прохода при повышенной частоте вибрации, составляющей 30-40 Гц, а на последующих проходах частоту вибрации снижают до 25-33 Гц, а скорость движения катка принимают 1,5 - 2,5 км/час, а при работе в зимних условиях или, по крайней мере, при отрицательных температурах грунт уплотняют аналогично, но при этом завершают уплотнение до начала смерзания грунта, при этом толщину уплотняемого слоя и длину захватки назначают с учетом производительности катка, а время, в течение которого необходимо завершить уплотнение грунта, и длину рабочей захватки принимают в зависимости от температуры наружного воздуха следующими:
при температуре -5^oC и времени до начала смерзания грунта после выемки из карьера 85 - 90 мин: соответственно 60 - 65 мин и 100-120 м;
при температуре -10^oC и времени до начала смерзания грунта после выемки из карьера 55 - 60 мин: соответственно 40 - 45 мин и 60-80 м;
при температуре -20^oC и времени до начала смерзания грунта после выемки из карьера 35-40 мин: соответственно 25 - 30 мин и 40-50 м;
при температуре -25^oC и времени до начала смерзания грунта после выемки из карьера 15 - 20 мин: соответственно 12-15 мин и 20-25 м.The compaction of the subgrade can be done with light, medium and heavy vibratory rollers: trailed, towed by a tractor on a caterpillar or pneumatic wheel, and self-propelled, moreover, sandy soils are compacted with both light and medium and heavy rollers, and clay soils, including clay soils lumpy and high humidity - mainly heavy rollers, mainly cam, with the following parameters of the cam ledges: the area of the working surface is 100-150 cm ² , the height is 70-130 cm, and the compaction of sand and clay true soils with a moisture content not exceeding permissible, as well as the upper layers of the embankments, are produced by vibrating rollers with a smooth drum, while simultaneously with the compaction, the surface of the compaction soil is leveled, and the compaction parameters, namely the thickness of the compaction layer and soil density, are obtained in the range of optimal roller performance in the range operating speeds of its movement, which is 1.5-2.5 km / h with 4-8 passes along one track, while at positive air temperatures sandy, mostly one one in terms of particle size distribution, soils compact with a moisture content of 6-10.5%, and at negative temperatures sandy soils, including one-size ones in particle size distribution, compact, mainly with a moisture content of less than 8%, increasing the number of passes of the roller along one track compared to with 1.5–2 times required for positive temperatures, in all cases, before compaction, the humidity of the soil to be compacted is controlled and regulated, and if the humidity is insufficient, the soil is humidified to the required humidity, providing The optimal resource consumption of the sealing equipment and the required degree of compaction, the moistening of the sandy soil is carried out immediately before the vibration compaction with the gradual distribution of water over the entire surface of the layer prepared for rolling, while the specific water consumption for humidification per 1 m ^{3 of} working grab soil is determined from the dependence

where Q is the required specific consumption of water, t / m ³ ;

maximum standard soil density, g / cc;
To _y - the required degree of compaction of the soil;
W _opt - optimum soil moisture, fraction of a unit;
W _e - natural soil moisture before compaction, fractions of a unit;
α is a coefficient that takes into account losses and is 1.05-1.15, and the thickness of the compacted soil layer is set based on the mass of the trailed smooth-roller compactor, or the masses of the vibrating module of the self-propelled smooth-compactor compactor and the required degree of compaction and the number of passes
for dusty sand:
when K _y = 0.95 and the number of passes 4 - 8
with the mass of the vibratory roller 3 - 4 t - 0.3 - 0.4 m,
with the mass of the vibratory roller 6 - 8 t - 0.5 - 0.8 m,
with the mass of the vibratory roller> 12 t - 1.0 - 1.2 m;
when K _y = 0.98 - 1.0 and the number of passes 6 - 10
with the mass of the vibratory roller 3 - 4 t - 0.2 - 0.3 m,
with the mass of the vibratory roller 6 - 8 t - 0.4 - 0.7 m,
with the mass of the vibratory roller> 12 t - 0.6 - 0.7 m;
for fine fine sand with natural moisture content W _e = 3 - 6%:
when K _y = 0.95 and the number of passes 3 - 4
with the mass of the vibratory roller 3 - 4 t - 0.3 - 0.35 m,
with the mass of the vibratory roller 6 - 8 t - 0.4 - 0.55 m,
with the mass of the vibratory roller> 12 t - 0.65 - 0.7 m;
when K _y = 0.98 - 1.0 and the number of passes 4 - 6
with the mass of the vibratory roller 3 - 4 t - 0.2 - 0.25 m,
with the mass of the vibratory roller 6 - 8 t - 0.3 - 0.35 m,
with a mass of the vibratory roller> 12 t - 0.4 - 0.45 m;
for fine fine sand with natural moisture content W _e = 6 - 8%:
when K _y = 0.95 and the number of passes 4 - 6
with the mass of the vibratory roller 3 - 4 t - 0.4 - 0.45 m,
with the mass of the vibratory roller 6-8 t - 0.6-0.75 m,
with the mass of the vibratory roller> 12 t - 0.8-0.9 m;
when K _y = 0.98 - 1.0 and the number of passes 6 - 8
with a mass of vibroskating rink 3-4 tons - 0.25-0.3 m,
with the mass of the vibratory roller 6-8 t - 0.4-0.6 m,
with the mass of the vibratory roller> 12 t - 0.5-0.6 m,
and for rollers with a cam roller, the indicated thicknesses of the sealing layer are increased by 5-10 cm,
at the same time, when compacting low-moisture homogeneous small and medium-sized sands with W _e <4%, the number of passes of the vibratory roller along one track is taken no more than four, while to prevent the formation of under-compacted layers along the height of the subgrade, taking into account the effect of surface softening in the upper part of the vibration-compacted layer the thickness of each layer that is next to be filled in and to be compacted is reduced by an amount equal to the thickness of the decompressed zone of the previous layer, which is at p the operation of the vibratory rollers weighing 6-8 tons is 0.1-0.15 m, and when the vibratory rollers weighing 12-15 tons are 0.2-0.25 m, and in the upper closing layer of the subgrade, the decompression of the surface zone is prevented by additional wetting or by reducing the mass of the vibratory roller, used at least at the final stage of compaction of this layer, or by implanting a technological layer of crushed stone or gravel and compaction of this layer by pneumatic-roller rollers weighing 12-15 tons, or using a combined seal with mandatory wetting of the surface, they begin to compaction with a smooth-rolled vibration roller, and then continue to be compressed with a cam roller with the vibrator turned off and the speed of the cam roller 2.5 - 3 km / h, and when compacting clay soils, taking into account their ductility and water content, the number of passes of the roller is increased by 1.5- 2 times in comparison with the same parameters of vibration compaction of sand, and the thickness of the compacted layer is reduced and taken, based on the mass of the vibratory roller, the required degree of compaction and the number of passes
for light sandy loam, light silty clay loam
at a moisture content of 0.8 - 0.9 W _opt , K _y = 0.95 and the number of passes 6 - 8:
with the mass of the vibratory roller 6-8 t - 0.45-0.6 m,
with the mass of the vibratory roller> 12 t - 0.4 - 0.5 m;
at a moisture content of 0.95 - 1.15 W _opt , K _y = 0.98 - 1.0 and the number of passes 8 - 10:
with the mass of the vibratory roller 6-8 t - 0.3-0.4 m,
with the mass of the vibratory roller> 12 t - 0.4-0.5 m,
and for heavy loam, heavy silty clay, clay
with a moisture content of 0.85 - 0.9 W _opt , K _y = 0.95 and the number of passes 8 - 10:
with the mass of the vibratory roller 6-8 t - 0.2-0.25 m,
with the mass of the vibratory roller> 12 t - 0.3-0.35 m;
at a moisture content of 0.95 - 1.05 W _opt , K _y = 0.98 - 1.0 and the number of passes 10 - 12:
with the mass of the vibratory roller 6-8 t - 0.3-0.4 m,
with the mass of the vibratory roller> 12 t - 0.45-0.55 m;
moreover, at an initial degree of compaction of the soil K _at ≤ 0.9, compaction begins without vibration with at least two passes along one track, then 2–4 passes are performed at an increased vibration frequency of 30–40 Hz, and in subsequent passes, the vibration frequency reduce to 25-33 Hz, and the speed of the roller take 1.5 - 2.5 km / h, and when working in winter conditions, or at least at low temperatures, the soil is compacted in the same way, but at the same time complete compaction before freezing soil, while the thickness of the compacted layer and lengths zahvatki assigned in consideration of productivity of the roller and the time during which compaction must be completed, and the length of the working zahvatki take depending on the outdoor temperature as follows:
at a temperature of -5 ^o C and the time before the start of soil freezing after excavation from the quarry 85 - 90 min: 60 - 65 min and 100-120 m, respectively;
at a temperature of -10 ^o C and the time before the start of soil freezing after excavation from the quarry 55 - 60 minutes: respectively 40 - 45 minutes and 60-80 m;
at a temperature of -20 ^o C and the time before freezing of the soil after excavation from the quarry 35-40 minutes: 25-30 minutes and 40-50 m, respectively;
at a temperature of -25 ^o C and the time before the start of soil freezing after excavation from the quarry 15 - 20 minutes: 12-15 minutes and 20-25 m, respectively.

The base of the pavement on the reconstructed parts of the highway can be multilayered from “lean” concrete, for which two layers of cement concrete mix M- (75-125) are laid successively mainly on limestone of M- grade (400-700), with the lower layer being made thinner than the upper one with a difference in thicknesses of at least 10% of the total thickness of the cement concrete base, a technological and waterproofing layer of bitumen emulsion or grind is performed on top of the lower layer, during the laying of each layer, sowing, distribution and compaction of the cement-concrete mixture, the distribution being carried out by equipped with automatic leveling systems with a profiler, distributor, paver, or universal auto-pavers of the DS-199 type and / or "Titan" from ABG-Ingersol Rand and / or Blau Knox ", or using medium and heavy motor graders, and the cement-concrete mixture is densified mainly by the roller link, consisting of a smooth-rolled vibration roller weighing 6 - 7 tons, operating at a frequency of ibrations of 30-50 Hz and a smooth-drum or combined vibration roller weighing 12-16 tons, operating with a vibration frequency of 30-45 Hz, or from a pneumatic tire roller weighing 20-24 tons and one smooth-drum vibration roller weighing 9-10 tons, operating with a vibration frequency 30 - 45 Hz, the cement-concrete mixture is laid over the entire width of the base, or concreted in separate strips with the completion of the entire width of the base within one working day, with longer breaks in time, laying of adjacent strips is possible after at least 70% of the design strength is set after concrete is laid in laid strips, the movement of technological transport, including for laying the upper layer of the base, is carried out either on the day of laying the lower layer with a speed limit of 10 km / h, or after concrete set in laid strips not less than 70% of the design strength, longitudinal and transverse joints are cleaned before concreting, the crushed stone base and joints are wetted with water, the first two machines that delivered the cement concrete mixture are unloaded, left and right in front of the auger of the dispensing machine, the remaining machines are staggered off the axis of each concrete strip, providing an initial allowance for compaction of the mixture in the amount of 20-30% of the design thickness of the corresponding base layer, from the free edge increase by 25 cm relative to the calculated width of the concrete strip, and the distribution speed of the mixture is taken no more than 5 m / min, while the length of the gripper is taken 20-30 m, and the mixture is densified depending on the ambient temperature for no more than three hours; to maintain the specified thickness of the layer, performed by a profiler or paver with automatic transverse slope systems, a carbon string is pulled parallel to the axis of the concrete strip, and in the absence of automatic systems and paver or spreader works, two carbon strings, the mixture at the base starts from the curb, the initial 2 -4 passes are performed in static mode without vibration with a roller weighing 6-7 tons, with each subsequent pass of the roller, the track of the previous one is closed for at least h m is 10% of the width of the drive roller, the subsequent compaction is performed in 4-6 passes with vibration, of which the first two or three passes are performed with a vibration frequency of up to 30 Hz and a maximum amplitude, then the frequency is increased to 50 Hz, and the amplitude is reduced to a minimum, either use heavier rollers weighing 9-10 tons for compaction and make three or four passes without vibration and 8-10 with vibrations from 30-35 Hz at the beginning of the period to 45-50 Hz in the second half of the period; weighing 12-16 tons in 6-8 passes on one track with vibration, of which The first 3-4 passes are carried out at a vibration frequency of 30-35 Hz, and the subsequent ones at 40-50 Hz, or the final seal is made in 8-10 passes by a pneumatic tire roller weighing 20-24 tons, and the speed of the rollers during compaction, depending on the mass rollers and type of consolidation accept for:
rollers weighing 6-7 tons without vibration - 2-4 km / h;
rollers weighing 6-7 tons with vibration - 1.5-2 km / h;
rollers weighing 12-16 tons with vibration - 2-3 km / h;
pneumatic tire rollers - 5-8 km / h;
rollers weighing 9-10 tons without vibration - 2-3 km / h;
rollers weighing 9-10 tons with vibration - 1.5-2 km / h;
when exceeding the calculated length of the gripper, determined by the technological parameters of the distributing and sealing machines, namely, the reduced speed and the number of passes of the latter, one or more additional roller links are used; the process of vibration compaction of a freshly laid cement-concrete mixture is carried out continuously in a direction parallel to the axis of the road, vibration on and off, as well as transition from strip to strip, are carried out outside the compacted layer, and if necessary, an emergency stop on the rolled layer, the vibration is turned off in 1.5-2 , 0 meters before the car stops; the joints and junctions are additionally compacted with a vibrating plate, before the break in concreting, or before bridges and overpasses, respectively, work or expansion joints are arranged, for which they clear the joint from excessive concrete mix, install and fix the stop bar or metal formwork on the base to the height of the seal layer, taking into account the seal allowance, is filled with sinus concrete mixture in front of the timber or formwork with seal allowance and the concrete mixture is compacted in the weld zone vibroplate, and care for freshly laid concrete when concreting the lower layer is carried out if the top layer of the base is arranged with a time gap of more than four hours, respectively, care for freshly laid concrete when concreting the upper layer is performed if the asphalt concrete cover is arranged with an interval of more than four hours after concrete is laid At the same time, film-forming materials are used to protect fresh concrete: bitumen emulsion, or constantly moistened sand, or a plastic film, or bitumen coated paper, which is applied or laid immediately after finishing the surface of the concrete layer, and concrete care is stopped when the overlay layer is laid or when the concrete strength is set by the concrete, while in the process of performing work on the foundation, the geometric and strength parameters of each layer are controlled .

When performing the lower layer of asphalt concrete coating 2-3 hours before laying asphalt concrete, the underlying layer can be cleaned and washed of dust and dirt, then a bitumen emulsion with a flow rate of 0.3-0.4 l / m ² is applied to it, simultaneously treated with an emulsion or liquefied bitumen previously evenly cut off the side face of the old pavement in the area adjoining to it new, laying of the lower layer of asphalt concrete pavement is carried out immediately over the entire width of the carriageway with at least two pavers working using pre stretching at least one copier string for each paver, and the copier strings are installed at least from two sides - along the longitudinal edge of the old coating and from the side of the curb, during the laying of asphalt concrete from the porous mixture, the specified surface level of the laid layer is ensured with on the one side of the first paver along the way, laying a strip 6 m wide, from the carbon string brought into contact with it, and on the other hand, the specified level is supported by a transverse slope sensor, on the one side of the second along the paver laying the strip with a width of 8.25 m, the specified level is provided by the carbon string introduced into contact with it, and on the other hand, from the small carbon ski, which is moved along the layer laid in front by the asphalt paver, and during the laying process of asphalt concrete from a dense mixture, a predetermined surface level of the laid layer is provided on one side of the first along the paver laying a strip of width of 8.25 m, from the carbon string, and on the other, from a long ski moving along the previously laid underlying layer of asphalt concrete pavement, on the one side of the second along the paver laying a strip of 6 m wide, the specified level is provided from the carbon string, and on the other hand from the small carbon ski moving along the layer laid in front by the asphalt paver, with the beginning of the laying of asphalt pavers are installed in the initial position, and also set the working body of each paver to a predetermined thickness of the stacked layer, equal to the design, increased ennoy size allowance seal mounted screed angle of attack with 2-3 ^o, set up an automated system to ensure evenness and transverse slope, adjusted modes of tamper and screed, mounted tamper stroke, preferably equal to 4 mm, while the distance styling between working pavers are taken equal to 10-15 m, but not more than 30 m, and the speed of laying asphalt concrete is within 2 - 3 m / min, the allowance for compaction of asphalt concrete is specified with a trial pack it is assumed to be equal to 15-20% of the design layer thickness, at the beginning of the shift, or when laying after the break, the transverse joint is heated by installing an apron paver over the edge of the previously laid asphalt concrete and the auger chamber is filled with mixture, and the top of the coating in the transverse joint zone is preheated with a linear heater with infrared irradiators, before resuming the laying of asphalt concrete, the level of installation of the working body of the paver is maintained or set to the same as before the interruption of laying and at least two meters from the transverse abutment, carry out the machine in manual mode, compact the asphalt mix in the temperature range of 140-90 ^o C and start with the transverse joint seal, then compact the mixture with 8-10 ton smooth-rolling rollers, without vibration, the first 30 -50 meters warm the pneumatic tires of combined and pneumatic rollers, after which the specified rollers compact the asphalt mixture directly behind the paver, moving the combined rollers with the wheels forward, and approx Final compaction is carried out by smooth-rolled rollers, while pneumatic and combined rollers carry out at least 6-8 passes along one track, the first 3-4 of which are carried out by combined-action rollers without vibration, and the subsequent ones with vibration of 30-50 Hz and maximum amplitude, asphalt concrete is rolled by pneumatic wheels with a working speed of 4-6 km / h, and by combined rollers - with a speed of up to 5 km / h without vibration and up to 2 km / h with vibration, when smoothing asphalt concrete rollers also make at least 6-8 vibration passes along one track, and on the first 3-4 passes set the vibration mode to 30-50 Hz, the maximum amplitude, and the speed of movement is taken to a minimum of 2 km / h, and in the second half of the smoothing roll cycle the rollers are given a vibration frequency of 40-45 Hz with a minimum amplitude with an increase in the speed of movement up to 4 km / h, the sealing of the coating is completed with a heavy roller of the VSH-105 type or a similar model, the longitudinal joint of the web of the reconstructed highway is sealed with the same roller, etc. the compaction is carried out sequentially by strips from the edges to the middle with overlapping layers of 20-30 cm, the movement of the rollers on the mixture being compacted is carried out continuously and uniformly without changing the direction of movement of the roller on an unconsolidated and non-cooled layer, and the roller is moved from one strip to another and vibration is turned on outside the sealing strip, and each subsequent track of the roller in the sealing direction is displaced relative to the longitudinal axis of the web, mainly by an amount equal to the diameter of the roller or pneumatic wheels or It is compatible with them, while during the work the temperature of the asphalt concrete mixture in each vehicle that delivered it to the place of installation is controlled, and at least every 100 m of the laid layer, the layer thickness, the transverse and longitudinal slope of the canvas and the compaction regimes are controlled: temperature of the mixture the movement of the rollers, the frequency and amplitude of the vibration, and the final parameters of the laid and compacted coating layer are checked on samples that are taken in the form of cores or cuttings from the specified coating layer 1-3 days after it about the device.

The top layer of the asphalt concrete pavement of the reconstructed highway can be made of Type I hot asphalt concrete mix Type I on a polymer-bitumen binder thickness, mainly 6 cm, over the entire width of the carriageway in one direction, combining the broadening sections newly constructed during reconstruction and the existing roadway carriageway, in this case, before laying the asphalt concrete mixture, preparatory work is carried out, including profiling the lower layer of the asphalt concrete coating on both the existing and and a newly erected strip for milling marks with an automatic leveling system, leveling a layer of hot asphalt mix type B with selecting the maximum size of the aggregate grains depending on the thickness of the leveling layer, patching, installing crack-breaking grids on the lower or leveling layer of the asphalt concrete coating, cleaning, washing from dust and dirt and drying the lower layer of asphalt concrete coating before priming, priming no later than 2-3 hours before subcontroller topcoat layer, which is produced by applying the bitumen emulsion at a rate of 0.3-0.4 l / m ² and give a clear brown layer which is maintained until evaporation of water from the emulsion and its color changes from brown to black, transverse interfacing operate perpendicular the axis of the highway, while the ends of the previously laid strip are cut vertically without chips and lubricated with bitumen emulsion, along the line of transverse joints, the coating is cut through the entire thickness of the upper layer with a cutter with a diamond disk then the cold milling cutter removes excess material in the prepared area behind the junction line, and at the end of the interchangeable grab, the layer of the laid coating is cut along one line along the entire width of the laying, and the junction of the barrier fence and side stone to the layer of asphalt concrete is treated with bitumen or bitumen emulsion , the laying of the top layer of asphalt concrete pavement is carried out simultaneously by three pavers at once over the entire width of the carriageway, and the adjoining strip to the concrete barrier fence an asphalt paver equipped with a sliding working body is put on, while using the upper layer of the pavement, an "echelon" strip laying scheme is used, in which the pavers have a ledge, the paver at the curb working first along the way, the carbon string for the automatic system to be installed on both sides of the coating : on the shelf of the concrete barrier fence and on the side of the curb, and on the removable gripper, racks with marks taken down to the bottom are pre-installed and the carbon string is pulled, when than the distance between the racks is chosen from the condition for eliminating the sagging of the carbon string, but not more than 8 m, the automatic system for ensuring the evenness of the paver close to the curb is operated on one side of the carbon string, and on the other side of a long ski moving along the underlying layer, automation of the second asphalt paver is carried out on one side of the “shoe”, which tracks the edge of the strip laid by the first paver, and on the other hand, from a long ski, and the basis of the automatic the paver systems on the concrete side of the barrier are a tracer string, and on the other hand, a “shoe” that moves along the strip laid by the second paver, and the transverse slope of the pavement ensures the operation of the automatic system on all three pavers, the pavers are set to their initial position before starting to be laid and prepared for work in the following sequence: set the screed on the starting blocks, taking into account the thickness of the coating and the allowance for the seal, while the angle still screed take zero; establish a smoothing plate with an angle of attack of 2-3 ^o ; set up an automatic system for ensuring evenness and lateral slope; warm the screed for 10-40 minutes, depending on weather conditions before laying, to the temperature of the asphalt mixture being laid; set the operating modes of the tamper, mainly the 4 mm stroke, and the screed with the observance of the distance between simultaneously working pavers equal to 10-15 m, but not more than 30 m, when unloading the mixture, the dump truck is stopped 30-60 cm to the paver without manual installation the brake with the possibility of the stacker hitting it while moving forward on it, while unloading dump trucks, the paver is moved at a working speed not lower than the speed of the dump trucks, the paving speed is taken within 2-4 m / min, and the asphalt concrete mixture is uniformly delivered to all pavers to ensure their continuous movement at a constant speed, and during operation of the paver, the same level of the mixture in the screw chamber is maintained, reaching the axis of the screw shaft, with short interruptions in the delivery of the mixture, the latter in an amount not less than 25% of the hopper capacity the paver is left in the hopper, and during long breaks, the entire mixture is produced, which is in the hopper, screw chamber and under the stove, with an allowance of compaction of the asphalt mix with the use of a polymer-bitumen binder is taken, mainly 15-20%, and specified during the test compaction, and at the beginning of the shift and after a long break, the transverse joint is heated, setting the stacker so that the plate is completely above the edge of the previously laid layer, and filled a screw chamber with a mixture, and the top of the coating in the area of the transverse joint is heated by a linear heater with infrared burners, and when performing the transverse adjacency at the beginning of the shift, the level is set and the working body of the paver are set the same as at the end of the previous shift in the same strip, while at least two meters from the point of contact are held in manual mode without automation, and, if necessary, the angle of attack is adjusted from the screed, and when with a longitudinal slope of more than 70 ^° / °° laying and compaction of the asphalt pavement is carried out from the bottom up, with a longitudinal slope of less than 70 ^° / °° laying and compaction of the asphalt pavement is carried out both downhill and uphill, and asphal the concrete mixture is compacted immediately after laying, starting with the transverse mating seal, which is carried out by the rollers both in the longitudinal direction and along the seam, in the first case the roller is completely led out of the seam line onto the sealing layer, and in the second, when compacted along the seam, the rollers roller plant for sealable coating is 20-30 cm and the seal produce the bituminous mixture at a temperature ranging from 150 to 80 ^o C, wherein the sealing process is carried out by one of the following schemes: one scheme for various types of rolling - mon vmokolesny, the combined action of vibration and - moving to different bands seal vrazbezhku; or the second scheme: - the rollers of different types move the link along the same track in the track or for both schemes provide two options for arranging the rollers during rolling: when the pneumatic wheel roller or the combined roller moving forward with the pneumatic tires is placed first, or - when the leader is a smooth-roll roller, and at the beginning of laying, regardless of the compaction scheme, packing starts with the passage of one or two smooth-drum rollers without vibration, and after compaction of the first two strips, 2-4 passes one trace - when they switch to the third lane, on the first lane, they begin to be compressed with a pneumatic roller and / or combined-action roller and the tires are heated in the process of compaction to the temperature of the asphalt concrete mixture to prevent it from sticking to the pneumatic tires, then the pneumatic wheel roller compacts the coating asphalt paver, and compaction according to the first scheme is as follows: a pneumatic wheel roller carries out two passes forward and backward along the first and second stripes Adki, after its transition to the third lane in the first lane, the combined-action roller is moved, after the pneumatic wheel is moved to the fifth lane, and the combined-action roller is moved to the third lane in the first lane, the smooth-roller is in vibration mode and after the pneumatic wheel is passed through the last sealing strip after a certain paver, it is again transferred to the first lane and the compaction cycle is repeated, and compaction according to the second scheme is carried out by three links of rollers, each of which move along the entire width of the compacted coating, after sealing the coating with the first link of the rollers over the entire width laid by the first paver along the paver, move it to seal the coating laid by the second paver, at the same time the second link of the rollers begins to compact the coating behind the first paver, and after the transition the first link to the area of the third paver, and the second link to the area of the second paver, the third link of the rollers begins to seal the coating behind the first paver, and in After that, the entire compaction cycle is repeated, and for a roller on pneumatic tires, at the initial rolling-in, a speed of 3.0-4.0 km / h and the number of passes are 2-4, and in the main rolling - at the first stage - a speed of 4.0-6, 5 km / h and the number of passes 5-6, and in the second stage - a speed of 6.5-11.5 km / h and the number of passes 2-3; for a vibratory action roller, including a combined one, during initial roll-in, take a speed of 3.0-4.0 km / h and the number of passes 2-4, and for main pack-in at the first stage - a speed of 4.0-5.5 km / hour and the number of passes 5-6 at a vibration frequency of 30 Hz, and in the second stage - a speed of 4.0-5.5 km / h and the number of passes 5-6 at a vibration frequency of 45 Hz, and for a roller of smooth-rolling static action at the initial when rolling, the speed is 3.0-4.0 km / h and the number of passes is 1-2, and during the main rolling - at the first stage - 4.0-6.5 km / h and the number of of roads 5-6, and in the second stage - a speed of 6.5-8.0 km / h and the number of passes 3-4, while the vibration on the rollers when moving back include only in the second stage of the main stage of compaction, the length of the compaction capture is the length the area in which the seal must be completed before the mixture cools at least 80 ^o C is taken at an ambient temperature of 10 ^o C - 50-60 m, and at a temperature of 20 ^o C - 90-100 m, but not more than 150 m, and for compaction of the coating zones adjacent directly to the curb use smooth-rolled static rollers of the type DU-48 B, and pneumatic the pre-compacting roller is positioned as close to the paver as possible, taking into account the temperature of the asphalt concrete mixture, and when compacting type A asphalt concrete, the pressure in the tires of the pneumatic wheel is primarily 0.8 MPa, and to prevent the tire from cooling down, it is prevented moving to a cooled coating, with the exception of cases of the start of rolling and refueling of the roller, and when working with different types of rollers, one after the other at a time to comply with the speed limit there is movement of the entire link with the speed of the vibratory roller, and the distance between the individual rollers of the link during the movement is taken to be 2-3 m, ensuring that when rolling the application of the same sealing force over the entire width of the rolled fabric, while the smooth-roller rollers are in vibration mode, the rolling includes vibration on both rollers of the roller, the compaction of the coating begins in stripes from the edges to the middle with overlapping traces of 20-30 cm, and the first pass begins, departing from the edge of the coating by 10-15 cm, with the edges at they are filled after the first pass of the roller over the entire width of the stacked strip, while the longitudinal conjugation is compacted with rollers from the asphalt paver detachment, going back, and during the compaction of the mixture, the rollers are kept in continuous and uniform motion, and the rollers are prevented from stopping on an unconsolidated and non-cooled layer or a sharp change in direction the movement of the roller, and moving the roller from one strip to another is carried out only on a previously compacted coating, and vibration is included outside the sealing strip on a moving roller, during compaction, the roller is moved parallel to the axis of the road, and to prevent wave formation, each subsequent track of the roller is placed further than the previous one in the direction of rolling by the value of the diameter of the roller or pneumatic wheels, while checking the temperature of the asphalt mixture in each vehicle delivering it to the place of work in the process paving control the thickness of the laid layer after 100 m, evenness and lateral slope at least 20 m, and during the compaction process monitor compliance with the specified compaction mode mixture, the rolling unevenness correction method to produce a hot coating at a temperature below 80 ^o C, wherein the asphalt concrete quality control is performed on cuttings or cores from the upper layer coating at three locations in 7000 after 1-3 days after the device.

 Strengthening the slopes of the subgrade, bridge cones and the banks of small rivers in the areas of intersection with the highway can be performed by laying plastic geogrids, including geoframes, mainly in the form of a flexible modular cellular structure, which is filled with vegetable soil in open sections of the slopes irradiated with solar radiation grass sowing, and on shaded areas under bridge crossings and overpasses - mainly with rubble and / or cement-concrete mixture, and / or use gabion structures in the form of t nkostenny mattress-sloping and box-shaped persistent and box-shaped structures, which are made of mesh metal-galvanized elements with high aero- and hydro-transparency, which strengthen the slopes of the catchment and drainage ditches by laying them on the slopes and filling with a stone outline, and / or rubble, and / or soil, including with the possible sowing of grasses, in addition, structurally reinforced slopes of the subgrade, at least for part of the length between the artificial structures, as well as cones and slopes in the areas under reconstruction and again constructed transport interchanges are additionally strengthened and protected from erosion by landscaping by distributing on their surface a soil mixture with mineral organic additives and grass seeds introduced into this mixture, or by laying and fixing organically containing fiber mats with grass seeds and / or other plants previously added to them.

 Throughout artificial structures such as bridge crossings and / or overpasses at the junction of sections of the span structures and at the junctions of the spans of artificial structures with embankments of approaches, expansion joints can be made with sealing joints, drainage grooves to remove water from the roadway and the possibility of longitudinal movement up to 330 mm, moreover, in the areas of interfaces with embankments of the approaches in the latter, transitional, mainly reinforced concrete slabs are placed, which are located under the roadway for the drainage line, and for drainage of water that penetrates the waterproofing level of artificial structures, capillary drainage systems are connected at the expansion joints, as well as at the lower edges of the spans, connected to surface drainage systems, for which they are performed under pavement and / or in its lower part a layer including a fiberglass drainage grid located above the inlet of the drainage pipe and located on a grid of gravel or expanded clay, or granular organic or organos holding material, or bulk aero- and hydro-transparent synthetic material, in the areas of embankments of approaches, and / or in sections of bends of exits, and / or linear sections of the highway, cascading drainage trays are mounted that are mounted with a general inclination that repeats the inclination of the slope, and, at least at least, in areas of a part of artificial structures, sewage disposal systems are provided with treatment facilities, at least part of the subgrade sections in the areas of embankments of approaches, walls of abutments of artificial structures, as well as of the initial and final sections, mainly directed exits, are performed with anchor armo-soil elements, while the complex armo-soil structure is made in the form of compacted soil layers with a compaction coefficient of up to 0.98, between which layers of geotextile material, mainly roving fabric in the form panels that are rolled with an overlap of 15-20 cm, while in order to create reverse filtration, at least in separate areas from the abutments under the roving fabric, they are laid additionally dornite interlayers, in addition, at least in places of recesses on the route line, and / or on excessively wet areas of the embankment in the body of the subgrade, drainage layers of sand and / or sand-gravel mixture and / or at least at least partially in the form of gravel or gravel.

 Solid and discontinuous lines of road marking and road signs and direction signs and organization of movement can be applied to the carriageway of the highway, and road signs and signs, traffic lights and telemetry equipment, as well as mileage indicators, and traffic lights and road signs are installed on the curbs and over the carriageway signs and pointers are placed on separate racks or frame T-shaped, or L-shaped, or U-shaped supports with crossbars, mainly forming trusses.

 The technical result provided by the specified set of features consists in optimizing the design, functional capabilities of the annular highway, as well as the method of its reconstruction, providing the possibility of reducing labor and material costs, as well as operating costs, as well as erection time by ensuring the possibility of optimal selection of the required number of artificial structures per 1 km of the highway, as well as the optimal selection of the composition of used asphalt concrete, parameters of structural elements, the implementation of certain operations and the method of reconstruction of the ring highway as a whole, as well as increasing the throughput of the highway and ensuring optimal redistribution of traffic flows at intersections with other roads, creating conditions for convenient and safe crossing of the highway by pedestrians, by road and rail, while improving the environmental situation and durability safe functioning and increasing the duration of the overhaul periods.

In FIG. 1 shows a cross section of a roadway of an annular highway;
in FIG. 2 - the same in the context;
in FIG. 3 - cross section of the carriageway at the bends of the exits;
in FIG. 4 - cross section of the carriageway in the combined sections of the exits;
in FIG. 5 is a diagram of laying layers of asphalt concrete pavement of a porous mixture 12 cm thick and a dense mixture 6 cm;
in FIG. 6 is a diagram of laying layers of asphalt concrete pavement from a dense mixture of 6 cm;
in FIG. 7 is a diagram of the laying of the upper layer of asphalt concrete pavement;
in FIG. 8 is a diagram of the sealing of the transverse seam;
in FIG. 9 is a diagram of a seal of a coating by rollers moving apart;
in FIG. 10 is a diagram of a seal of a coating by a link of rollers moving simultaneously in one lane;
in FIG. 11 - soundproof screen in a perspective view;
in FIG. 12 is the same, a fragment of a cross section along AA in FIG. eleven;
in FIG. 13 - the attachment point of the noise shield to the foundation;
in FIG. 14 - soundproof wall, cross section;
in FIG. 15 is a fragment of a noise barrier in a perspective view;
in FIG. 16 - noise shield with a step-like displacement at height, facade;
in FIG. 17 is a diagram of the installation of a side stone and a barrier fence;
in FIG. 18 is a longitudinal seam-joint between the old and new road structures;
in FIG. 19 - deformation seam in a perspective view; in FIG. 20 - interface unit of approaches of the embankment with the bridge structure, longitudinal section;
in FIG. 21 - a separate rack with a traffic sign, a longitudinal section;
in FIG. 22 - T-shaped support, frontal projection;
in FIG. 23 - L-shaped support, frontal projection;
in FIG. 24 - U-shaped support, frontal projection.

The ring highway of the metropolis contains roadbed 1, road pavement, consisting of base 2 and cover 3 with marking of the carriageway 4, a dividing strip (not shown in the drawing) and / or a wall (not shown in the drawing), fences 5, artificial structures: intersections with other highways and / or roads, including transport interchanges (not shown in the drawing) with exits 6, intersections with railway tracks (not shown in the drawing), bridge crossings (not shown in the drawing), overpasses (not shown in the drawing) ton and (not shown in the drawing), elevated and underground pedestrian crossings (not shown in the drawing), a drainage system with cuvettes 7, and / or trays (not shown in the drawing), and / or culverts (not shown in the drawing), systems lighting (not shown in the drawing), regulation and traffic safety (not shown in the drawing), including light signaling systems (not shown in the drawing), road signs (not shown in the drawing), telecommunications (not shown in the drawing), posts STSI (not shown in the drawing), as well as service systems and infra ruktury (not shown), including gas stations, car washes, service stations and repair, environmental safety system (not shown). The highway in the plan passes partially along the subgrade 1 and partially along the artificial structures as part of the highway: bridge crossings and overpasses. The total length of the sections of the highway passing through the bridge crossings is 31-34% of the total length of sections of the highway passing through the overpasses, and the total length of sections of the highway laid along the subgrade is more than the total length of the sections of the highway passing through the bridge and overpasses of 30 -34 times and makes up 95-97% of the total length of the highway. Along the entire length of the highway, the subgrade 1 and the carriageway 4 in the cross section are broadened and contain additional sections of straightening the route and / or branching it into sections of the unidirectional route (not shown in the drawing), and / or transitional adjoining sections (not shown in the drawing ) to artificial structures, including overpasses and separate bridge crossings. The broadening 8 is located mainly on both sides of the existing subgrade 9 and the roadway 10, mainly symmetrically with respect to the longitudinal axis 11 of the highway with the formation of a five-lane roadway in each direction of movement, consisting of four main strips with a width of 3.75 m and a fifth transitional speed lane with a width of at least 20% greater than the width of each of the other lanes. Between the carriageways of the highway with an oncoming traffic direction, a dividing strip is placed not less than 1.3 times wider than the width of each of the main four traffic lanes. At the outer edge of each side of the carriageway, at least in the areas between the artificial structures, there is adjacent a shoulder 12 with a width of at least 80% of the width of each of the main four lanes, with at least 40% of the shoulder width from the side adjacent to the widening of the carriageway, and / or straightening sections of the route and / or its branching, and / or transitional sections, made reinforced. The pavement is multilayer, contains a lower frost protection layer 13 of sand with a filtration coefficient of at least 2 m / day with crushed stone embedded on top, two layers of rolled cement concrete 14 and 15, with an interlayer 16 of bitumen emulsion or milled between them, and a multi-layer asphalt concrete coating , the lower layer 17 of which is made of highly porous hot fine-grained asphalt mixture of type B grade 1 on granite crushed stone M-800, and the upper 18 is dense of hot fine-grained asphalt mixture of type A grade I, grade concrete: crushed stone of gabbro-diabase grains of 12-18 mm and fractions of 5-12 mm, a mixture of natural sand with screening crushing of gabbro-diabase gravel of fractions of 4-8 mm and fractions of up to 4 mm, limestone mineral powder, polymer-bituminous astringent and cationic additive of amine type in the following ratio of components, wt.%:
gabbro-diabase fractions
12-18 mm - 1.0-1.5
fractions of 5-12 mm - 27-41
A mixture of natural sand with screening crushing gabbro-diabase gravel fraction
4-8 mm - 15-29.5
up to 4 mm - 26-29
Limestone Mineral Powder - 8-12
Polymer-bitumen binder - 4.5-5
Amine type cationic additive by weight of binder - 0.6-0.8
Between each coating layer is also located a layer 16 of bitumen emulsion or ground.

The composition of the polymer-bitumen binder mainly used viscous oil road viscous grades BND according to GOST 22245-90, and / or bitumen grades BN, polymers: block copolymers of butadiene and styrene type SBS in the form of powder or crumbs, and / or DST-30-01 I groups according to TU 38 103267-80, and / or DST-30R-01 I groups according to TU 38 40327-90 of the Voronezh Synthetic Rubber Plant, and / or their foreign analogues: Finapren 502 or Finapren 411 from Petrofina, and / or Kraton D 1101, and / or Kraton D 1184, Kraton D 1186 of Shell company, and / or Europen Sol T 161 of Enikem company, and / or Kalpren 411 of Repsol company; plasticizers: industrial oils of grades I-20A, and / or I-30A, and / or I-40A, and / or I-50A according to GOST 20799-88, raw materials for the production of viscous petroleum road bitumen according to TU 38 101582-88 or a mixture oils and raw materials, moreover, in the composition of the asphalt concrete mixture, a polymer-bitumen binder is used with physical and mechanical properties, respectively, for binder grades 300, 200, 130, 90, 60, 40:
needle penetration depth 0.1 mm:
at t = 25 ^o C - not less than 300, 200, 130, 90, 60, 40, respectively;
at t = 0 ^o C - not less than 90, 70, 50, 40, 32, 25, respectively;
softening temperature on the ring and the ball, ^o C:
not lower than 45, 47, 49, 51, 54, 56, respectively;
elongation, cm:
at t = 25 ^o C - not less than 30, 30, 30, 30, 25, 15, respectively;
at t = 0 ^o C - not less than 25.25.20, 15, 11, 8, respectively;
fragility temperature, ^o C:
not higher than -40, -35, -30, -25, -20, -15, respectively;
elasticity,%:
at t = 25 ^o C - not less than 85, 85, 85, 85, 80, 80, respectively;
at t = 0 ^o C - not less than 75, 75, 75, 75, 70, 70, respectively;
softening temperature change after heating, ^o C:
no more than 7, 7, 6, 6, 5, 5, respectively;
flash point, ^o C:
not lower, respectively 220, 220, 220, 220, 230, 230;
As a cationic additive, the adhesive additive Interlene JN / 400-R of the company "Herchimica" was used in the form of a viscous liquid with a density at 15 ^° C 1.01-1.03 g / cm ³ , a flash point of at least 180 ^° C, and Engler viscosity at 50 ^o C 9.0-10.0 ^o E in an amount of 0.6-0.8% by weight.

The subgrade 1, at least in part of the length of the broadening portions, and / or straightening portions, and / or branching portions, and / or transitional portions, mainly passing in the embankment, is made of compacted sand or non-porous sandy soil, and road pavement - from sequentially from bottom to top laid on the prepared - planned in the recesses or compacted and aligned in the embankments base layers:
frost-resistant sand 13 with a filtration coefficient of at least 2 m / day with a thickness of 0.5-0.8 m with a layer of crushed stone embedded in its upper part, mainly limestone, of a grade of at least M-600 with a thickness of at least 0.10 m;
rolled layer 14 of cement concrete of the M-100 brand on crushed stone, mainly of limestone brand of at least M-600, with a thickness of at least 0.15 m;
a layer of bitumen emulsion or ground;
rolled layer 15 of cement concrete of the M-100 brand on crushed stone, mainly limestone, of a grade of at least M-600 with a thickness of at least 0.07 m;
layer 17 of highly porous asphalt concrete from hot fine-grained macadam mixture of grade I mainly on granite macadam of grade M-800 with a thickness of at least 0.07 m;
layer 18 of dense asphalt concrete from hot fine-grained crushed stone mixture of type “A” grade I on crushed sand, modified bitumen and crushed stone, mainly on granite, grade no lower than M-1200 with a thickness of at least 0.05 m;
Pavement, at least part of the length of at least part of the ramps 6, is made of a base in the form of a sand layer 13 with a thickness of 0.4 m with a filtration coefficient K _f > 2 m / day, with an embedded layer of limestone crushed stone located on top of it M-600 with a thickness of 0.10 m and two layers of rolled cement concrete located on top of the crushed stone 14 and 15, the Lower 14 of which M-100 on limestone crushed stone M-600 has a thickness of 0.15 m, and the top 15 is also M-100 on limestone crushed stone M-600 - a thickness of 0.18 m, and located on top of the base of the coating in the form of two layers of dense asphal tobeton, the lower of which is made of hot coarse-grained crushed stone mixture of type B grade 1 on crushed sand, on granite crushed stone M-1200 with a thickness of 0.12 m, and the top - from hot fine-grained crushed stone mixture of type A grade 1 on crushed sand on modified bitumen and M-1200 granite crushed stone with a thickness of 0.05 m, while in the areas of roadsides the sand layer is made thicker than the thickness of the sand layer of the base of the roadway, and is reinforced with a layer of crushed stone material 0.15 m thick on top of which a layer of dense asphalt concrete is laid from a hot sand mixture of type G grade I of a thickness of 0.05 m and a layer of jammed crushed stone material 0.10 m thick, and the reinforcement of each cuvette is made of monolithic concrete 0.10 m thick on a crushed stone layer 0.1 m thick, and the slopes are reinforced by sowing grass over a 0.15 m thick fertile soil layer.

At the bends of 19 exits 6, pavement is made with a one-side slope equal to 40 ^° / °°, and consists of a base in the form of a layer of sand 20, the thickness of which with embankments more than 1.5 m high is 0.30 m, and when embankments with a height of less than 1.5 m and in recesses of 0.50 m, and two layers 21 and 22 of rolled M-100 cement concrete on limestone crushed stone M-600, the lower 21 of which has a thickness of 0.15 m, and the upper 22-0 , 18 m, and laid on top of the coating in the form of two layers 23 and 24 of dense asphalt concrete, the bottom 23 of which is made 0.07 m thick from hot coarse gravel crushed stone and type B I mark on crushed sand, crushed granite M-1200, and the upper 24 - thickness of 0.05 m from the hot mixture of fine-grained macadam type A I mark on crushed sand, the modified asphalt and a granite gravel M-1200. In the areas of location of the roadsides 25, the thickness of the sand layer is greater than the thickness of the sand layer in the area of the carriageway, and a layer of crushed stone material 0.15 m thick is laid on top of the sand. Slopes 26 are strengthened by grass sowing along a 0.15 m thick layer of fertile soil.

At least a part of some exits, at least part of their lengths, are combined 27 with adjacent sections, at least part of other exits, and at the combined sections of the exits the carriageway 4 is gable with slopes in the zones of the carriageway 4 equal to 20 ^° / °°, and in the areas of roadsides 25-40 ^° / °°, and consists on the roadway of the base in the form of a sand layer 20 with a slope of 30 ^° / °° 20 with K _f > 2 m / day thick 0.30 m for embankments with a height greater than 1.5 m, and a thickness of 0.50 m for embankments with a height less than 1.5 m and in recesses embedded in sand of limestone crushed stone M-600 with a thickness of 0.10 m and two layers 21 and 22 of rolled cement concrete M-100 laid over it on limestone crushed stone M-600, the lower 21 of which has a thickness of 0.15 m, and the upper 22-0.18 m, and the pavement laid on top of the base of two layers 23 and 24 of dense asphalt concrete, the bottom 23 of which is made 0.07 m thick from hot coarse-grained crushed stone mixture of type B grade I on crushed sand, on granite crushed stone M-1200, and the top 24 - 0.05 m thick from hot fine-grained macadam mixture of type A grade I on crushed sand, modified ovannom bitumen and crushed granite M-1200. In the areas of location of the roadsides 25, the thickness of the sand layer exceeds the thickness of the sand layer in the carriageway zone, and a layer of crushed stone material 28 with a thickness of 0.15 m is located on top of the sand. The cuvettes 29 are reinforced with 0.10 m thick concrete on a crushed stone layer with a thickness of 0.1 m, and slopes 26 — grass sowing along a 0.15 m thick layer of fertile soil.

 Environmental safety systems include noise screens 30 and noise walls 31 with a total length of 13-15% of the length of the ring highway, installed in the places closest to the residential, and / or public, and / or administrative, and / or industrial buildings and complexes. Soundproof screens 30 are prefabricated in the form of racks 32 forming a frame, mounted on a monolithic tape 33 or intermittent (not shown in the drawing) foundation and filled from soundproof panels 34, containing at least one perforated casing 35 and the inner layer 36 of sound-absorbing material, and 32 frames fixed on racks. In the non-horizontal sections of the terrain adjacent to the highway in the area of the noise protection screens 30, the latter are installed on the foundations 37 that are equivalent to the relief profile and have a level difference of 38 foundations supported by the noise protection panels, made at least in part of the frame racks 32 along the length of the noise protection screen. Soundproof walls 31 are at least partially supported by a monolithic grillage 39 of a pile base and at least partially made by monolithic and equipped, at least on the front side facing the highway, with decorative embroidery (not shown), imitating cutting the wall into prefabricated blocks.

 Fencing 5 is installed on the roadway in the area of the dividing strip coaxially with the axial line of the highway and at the curbs. Fences 5 in the zone of the dividing strip are made of two types: on sections of the highway laid along the subgrade, in the form of a dividing-barrier fence of blocks 40 with a curved concave surface, which ensures the prevention of skidding and / or ejection of cars into the oncoming traffic lane and eliminating the possibility of frontal collisions of cars moving in different directions. The construction of the separation and barrier fencing is mounted on the supporting parts of the height-dimensional masts (not shown in the drawing) of the lighting, and inside the blocks of the separation and barrier fencing, at least in the lower half of their height, cavities are formed that together comprise at least one through power communication channel (not shown in the drawing) for passing power supply cables of lighting systems and / or telecommunications. In the zones of bridge crossings and overpasses, fences are made in the form of two parallel rows of racks located on both sides of the axial line of the highway within the dividing strip and fixed to them from the side facing the corresponding traffic stream, horizontally or at least parallel to the roadway surface parts, continuously extended fenders from corrugated profiles (not shown in the drawing) made of metal or metal, or reinforced composite materials. Fences at the roadsides of the highway, both in areas laid along the subgrade and on artificial structures, are made similar to the indicated continuously extended fencing elements from corrugated profiles mounted on racks and equipped with catadioptres (not shown in the drawing).

 Strengthening the slopes 26 of the subgrade 1, bridge cones (not shown in the drawing) and the banks of small rivers in the zones of intersection with the highway was made in the form of plastic geogrids (not shown in the drawing), including geoframes, mainly in the form of a flexible modular cellular structure, on open slopes exposed to solar radiation, filled with plant soil with grass sowing. On shaded areas under bridge crossings and overpasses - mainly crushed stone, and / or cement-concrete mixture, and / or in the form of gabbon structures (not shown in the drawing) from thin-walled mattress-slope (not shown in the drawing) and box-shaped persistent box structures made of mesh galvanized metal elements with high aero- and hydro-transparency, for slopes of drainage and drainage ditches - with filling in the form of a stone outline, and / or crushed stone, and / or soil, including containing grass seeds. Slopes 26 of the subgrade 1, at least for part of the length between the artificial structures, as well as the cones and slopes in the areas of reconstructed and newly constructed transport interchanges, are equipped with additional reinforcement in the form of a soil mixture with mineral organic additives and grass seeds, or laid and fixed with organo-containing fibrous mats with seeds of herbs and / or other plants previously introduced into them.

 On long man-made structures such as bridge passages and / or overpasses at the junction points of the spans and at the junctions of the spans 41 man-made structures with embankments of approaches 42, expansion joints 43 were made with sealing joints, drainage grooves 44 to remove water from the carriageway 45 and the possibility longitudinal movement up to 330 mm. At the sections of the interfaces with the embankments of approaches 42, in the latter there are transitional, mainly reinforced concrete, slabs 46, which are located under the roadway 45 of the highway. For drainage of water that penetrates the waterproofing level of artificial structures, at the expansion joints 43, as well as at the lower edges of the spans 41, capillary drainage systems are made (not shown in the drawing), coupled and / or combined with surface drainage systems (not shown in the drawing) , in the form of an interlayer placed under the pavement and / or in its lower part, including a fiberglass drainage net located above the inlet mouth of the drainage pipe, and a gravel or expanded clay sketch placed on the net that, or granular organic or organ-containing material, or bulk aero- and hydro-transparent synthetic material. In the areas of embankments of approaches, and / or in sections of bends of exits, and / or linear sections of the highway, cascading spillways are made, which are installed with a general slope that repeats the slope of the slope, and, at least in areas of part of the artificial structures of the sewage drainage system treatment facilities. At least part of the sections of the subgrade in the zones of embankments of approaches 42, the walls of abutments 47 of artificial structures, as well as the initial and final sections, mainly directed exits, are made with anchor armored elements. The complex armored structure (not shown in the drawing) is made in the form of compacted soil layers with a compaction coefficient of up to 0.98, between which layers of geotextile material are laid, mainly from roving fabric in the form of panels placed with an overlap of 15-20 cm. To create reverse filtration, at least in some areas from the abutments under the roving fabric, additional layers of dornite are laid. At least in places of recesses on the line of the track, and / or on excessively moistened areas of the embankment, drainage layers of sand and / or sand-gravel mixture, and / or at least partially in the form of gravel or gravel, are placed in the body of the subgrade dumping.

 On the roadway of the highway, continuous and intermittent lines of road marking and road signs and direction signs and traffic organization are plotted. Traffic signs and signs, traffic lights and telemetry equipment, as well as mileage indicators are installed on the curbs and over the roadway. Traffic lights and road signs and signs are installed on separate racks 48 or frame T-shaped 49, or L-shaped 50, or U-shaped supports 51 with crossbars, mainly forming trusses.

The method of reconstruction of the ring highway of the metropolis includes the relocation of communications, reconstruction of the roadbed 1 and pavement with the widening of the carriageway 4 and the formation of additional traffic lanes in each direction, the reconstruction of existing and construction of new artificial structures: bridge crossings, traffic intersections, overpasses under the intersection of the railway and roads, culverts, reconstruction of existing underground passages, implementation of measures to improvement of environmental protection and traffic safety, construction of service and infrastructure facilities, including the reconstruction and placement of new gas stations with a full range of services for the maintenance of cars, washing stations, traffic police posts with helipads, recreational facilities for passengers and drivers, facilities serving the population, motels and terminals with parking for passenger and freight vehicles. During the reconstruction of the Moscow Ring Road, work is carried out without interruption throughout the year. Work on the broadening of the highway is carried out both on sections of it located on artificial structures, including bridge crossings and overpasses, and on the subgrade 1. The total length of the sections of the broadening 8 of the highway laid along the subgrade is taken 30-34 times greater than the total the length of sections of the highway passing through bridge crossings and overpasses, and constituting 95 - 97% of the total length of the highway. In the process of broadening the subgrade 1, at least part of the length of the highway in the areas adjacent to the newly erected sections of the subgrade to the slopes of the existing 9, in the latter they carry out cutting of ledges (not shown) in the form of a cascade of berms. The height of the ledges is assumed to be appropriate or a multiple of the thickness of the technological layer of dusting between the two horizons of the passage of the soil compacting machines, the pavement is multi-layered with a base and an asphalt concrete coating, at least the top layer of which is laid simultaneously over the entire width of the carriageway, at least within the same direction movement, and performs it dense of hot fine-grained asphalt mixture of type “A” grade I, containing: rubble gabbro-diabase fraction 12 - 18 mm and fraction 5-12 mm, admixture with natural sand classifying gabbro diabase crushing rubble fraction 4.0 - 8.0 mm fraction and up to 4.0 mm, mineral limestone powder, binder and cationic polymer modified amine type additive at the following component ratio, wt.%:
Crushed stone of gabbro-diabase fraction
12-18 mm - 1.0-1.5
5-12 mm - 27-41
A mixture of natural sand with screening crushing gabbro-diabase gravel fraction
4.0-8.0 mm - 15-29.5
up to 4 mm - 26-29
Limestone Mineral Powder - 8-12
Polymer-bitumen binder - 4.5-5
The cationic additive of the amine type by weight of the binder is 0.6-0.8,
moreover, a layer of bitumen emulsion or ground is applied to each coating layer.

As a cationic additive, an adhesive additive Interlene JN / 400-R of the company "Herchimica" is used in the form of a viscous liquid with a density at 15 ^° C 1.01 - 1.03 g / cm ³ , a flash point of at least 180 ^° C, and Engler viscosity at 50 ^o C 9.0-10.0 ^o E in an amount of 0.6-0.8% by weight, and the additive is introduced into the finished binder, which is heated to 160 ^o C, the additive is fed without heating through the dispenser from the tank, and then carry out mixing with an anchor mixer and a circulation pump for 30 to 45 minutes to obtain a homogeneous mixture.

As a part of a polymer-bitumen binder, mainly viscous oil road bitumen grades BND according to GOST 22245-90 and / or bitumen grades BN are used, polymers: block copolymers of butadiene and styrene like SBS in the form of powder or crumbs, and / or DST-30-01 I groups according to TU 38 103267-80, and / or DST-30R-01 I groups according to TU 38 40327-90 of the Voronezh Synthetic Rubber Plant, and / or their foreign analogues: Finapren 502 or Finapren 411 from Petrofina, and / or Kraton D 1101, and / or Kraton D 1184, and / or Kraton D 1186 from Shell, and / or Europen Sol T 161 from Enikem, and / or Kalpren 411 from Repsol; plastic fixers: industrial oils of grades I-20A, and / or I-30A, and / or I-40A, and / or I-50A according to GOST 20799-88, raw materials for the production of viscous petroleum road bitumen according to TU 38 101582-88 or mixtures of oil and raw materials, moreover, in the composition of the asphalt-concrete mixture, a polymer-bitumen binder is used with physical and mechanical properties, respectively, for binder grades 300, 200, 130, 90, 60, 40:
needle penetration depth 0.1 mm:
at t = 25 ^o C - not less than 300, 200, 130, 90, 60, 40, respectively;
at t = 0 ^o C - not less than 90, 70, 50, 40, 32, 25, respectively;
softening temperature on the ring and the ball, ^o C:
not lower than 45, 47, 49, 51, 54, 56, respectively;
elongation, cm:
at t = 25 ^o C - not less than 30, 30, 30, 30, 25, 15, respectively;
at t = 0 ^o C - not less than 25, 25, 20, 15, 11, 8, respectively;
fragility temperature, ^o C:
not higher than -40, -35, -30, -25, -20, -15, respectively;
elasticity,%:
at t = 25 ^o C - not less than 85, 85, 85, 85, 80, 80, respectively;
at t = 0 ^o C - not less than 75, 75, 75, 75, 70, 70, respectively;
softening temperature change after heating, ^o C:
no more than 7, 7, 6, 6, 5, 5, respectively;
flash point, ^o C:
not lower than 220, 220, 220, 220, 230, 230, respectively.

Crushed stone of small fractions is used in the asphalt-concrete mixture, which is obtained by crushing gabbro-diabase crushed stone of a fraction of 20-70 mm of the Prionezhsky quarry control, mainly at the Betas type crushing and screening plant with indicators of physical and mechanical properties:
for gabbrodiabase gravel of a fraction of 5-10 mm - grades for crushing M-1400, grades for wear I-1, grades for frost resistance> F-100, true density 2.95 g / cm ³ ;
fractions of 10-15 mm - grades for crushability M-1400, grades for wear I-1, grades for frost resistance> F-100, true density 3.01 g / cm ³ , with the content of grains of mineral material in crushed stone fractions 10-15 mm and true density 2.99 g / cm ³ - with a diameter of <15 mm - 95%, with a diameter of <10 mm - 2%, with a diameter of <5 mm - 0%, in a crushed stone of a fraction of 5-10 mm under the same conditions - with a diameter of <10 mm - 99%, with a diameter of <5 mm - 2.5%, with a diameter of <2.5 mm - 1%, and also in the asphalt-concrete mixture crushing screening is used, which is obtained by screening, mainly at the Svedala plant, during the manufacturing process crushed stone with grains of mineral material of true density 2.99 g / cm ³ - diameter "10 mm -99.7%, diameter <5 mm - 94.9%, diameter <1.25 mm - 55%, diameter <0.63 mm - 29.1%, with a diameter of <0.315 mm - 27%, with a diameter of "0.14 mm - 18.7%, with a diameter of <0.071 mm - 12.7%, and also in the asphalt mix use natural sand from the Sychevsky Mining and Processing Plant with a true density of 2.64 g / cm ³ and a grain content of mineral material with a diameter <5 mm - 98.8%, a diameter <2.5 mm - 87.9%, a diameter <1.25 mm - 78.5%, a diameter <0.63 mm - 59.6%, diameter <0.315 mm - 33.7%, diameter <0.14 mm - 12.5%, diameter <0.0 71 mm - 4.5%, as well as non-activated limestone powder used in the asphalt mix produced by the Domodedovo plant of building materials and structures, with a true density of 2.74 g / cm ³ containing grains of mineral material with a diameter smaller than 1.25 mm - 100% , with a diameter smaller than 0.315 mm - 98.5%, with a diameter smaller than 0.071 mm - 79.5%, porosity 34.2%, swelling of samples from a mixture of powder with bitumen - 0.6%, bitumen rate of 47.0 g and humidity in% by weight - 0.1.

где Q - требуемый удельный расход воды, т/см³;

максимальная стандартная плотность грунта, г/см³;
К_у - требуемая степень уплотнения грунта;
W_opt - оптимальная влажность грунта, доли единицы;
W_е- естественная влажность грунта перед началом уплотнения, доли единицы;
α - коэффициент, учитывающий потери и составляющий 1,05-1,15,
а толщину уплотняемого слоя грунта устанавливают, исходя из массы прицепного гладковальцового катка 54, или масс вибрирующего модуля самоходного гладковальцового катка 54 и требуемых степени уплотнения и количества проходов
для песка пылеватого:
при К_у = 0,95 и числе проходов 4 - 8
при массе виброкатка 3-4 т - 0,3-0,4 м,
при массе виброкатка 6-8 т - 0,5-0,8 м,
при массе виброкатка >12 т - 1,0-1,2 м;
при К_у = 0,98 - 1,0 и числе проходов 6-10
при массе виброкатка 3-4 т - 0,2-0,3 м,
при массе виброкатка 6-8 т - 0,4-0,7 м,
при массе виброкатка >12 т - 0,6-0,7 м;
для песка мелкого однородного с естественной влажностью W_е = 3-6%:
при К_у = 0,95 и числе проходов 3 - 4
при массе виброкатка 3-4 т - 0,3-0,35 м,
при массе виброкатка 6-8 т - 0,4-0,55 м,
при массе виброкатка >12 т - 0,65-0,7 м;
при К_у = 0,98 - 1,0 и числе проходов 4 - 6
при массе виброкатка 3-4 т - 0,2-0,25 м,
при массе виброкатка 6-8 т -0,3-0,35 м,
при массе виброкатка >12 т - 0,4-0,45 м;
для песка мелкого однородного с естественной влажностью W_е = 6-8%:
при К_у = 0,95 и числе проходов 4 - 6
при массе виброкатка 3-4 т - 0,4-0,45 м,
при массе виброкатка 6-8 т - 0,6-0,75 м,
при массе виброкатка > 12 т - 0,8-0,9 м;
при К_у = 0,98 - 1,0 и числе проходов 6 - 8
при массе виброкатка 3-4 т - 0,25-0,3 м,
при массе виброкатка 6-8 т - 0,4-0,6 м,
при массе виброкатка > 12 т - 0,5-0,6 м,
а для катков с кулачковым вальцом указанные толщины уплотняемого слоя увеличивают на 5-10 см.The compaction of the subgrade is carried out by light, medium and heavy vibratory rollers: trailed, towed by a tractor on a caterpillar or pneumatic wheel 53, and self-propelled. Sandy soils are compacted with both light and medium, and heavy rollers, while clay soils, including lumpy and high humidity, are compacted mainly with heavy rollers, mainly cam, with the following parameters of cam ledges: working surface area - 100-150 cm ² , height - 70-130 cm. The compaction of sandy and clay soils with a moisture content not exceeding permissible, as well as the upper layers of the embankments, is carried out by vibrating rollers with a smooth roller 54. Simultaneously with the compaction, the surface is smoothed with a compaction wow soil. Compaction parameters, namely, the thickness of the compacted layer and the density of the soil at the optimum performance of the roller, are obtained in the range of operating speeds of its movement, which is 1.5 - 2.5 km / h with 4 to 8 passes along one track. At positive air temperatures, sandy soils, mainly uniform in particle size distribution, compact soils with a moisture content of 6-10.5%. At negative temperatures, sandy soils, including one-dimensional ones in terms of particle size distribution, compact, mainly with a moisture content of less than 8%, increasing the number of passes of the rink along one track compared to that required for positive temperatures by 1.5-2 times. In all cases, before compaction, the moisture content of the soil to be compacted is controlled and regulated, and if there is insufficient moisture, the soil is humidified to the required humidity, which ensures optimal resource consumption of the compaction equipment and the required degree of compaction. Humidification of sandy soil is carried out immediately before vibration compaction with a gradual distribution of water over the entire surface of the layer prepared for rolling. The specific consumption of water for humidification per 1 m ^{3 of} soil of the working grab is determined from the dependence

where Q is the required specific consumption of water, t / cm ³ ;

maximum standard soil density, g / cm ³ ;
To _y - the required degree of compaction of the soil;
W _opt - optimum soil moisture, fraction of a unit;
W _e - natural soil moisture before compaction, fractions of a unit;
α - coefficient taking into account losses and amounting to 1.05-1.15,
and the thickness of the compacted soil layer is set based on the mass of the trailed smooth-roller roller 54, or the masses of the vibrating module of the self-propelled smooth-roller roller 54 and the required degree of compaction and the number of passes
for dusty sand:
when K _y = 0.95 and the number of passes 4 - 8
with a mass of vibroskating rink 3-4 tons - 0.3-0.4 m,
with the mass of the vibratory roller 6-8 t - 0.5-0.8 m,
with the mass of the vibratory roller> 12 t - 1.0-1.2 m;
when K _y = 0.98 - 1.0 and the number of passes 6-10
with a mass of vibroskating rink 3-4 t - 0.2-0.3 m,
with the mass of the vibratory roller 6-8 t - 0.4-0.7 m,
with the mass of the vibratory roller> 12 t - 0.6-0.7 m;
for fine fine sand with natural moisture content W _e = 3-6%:
when K _y = 0.95 and the number of passes 3 - 4
with a mass of vibroskating rink 3-4 tons - 0.3-0.35 m,
with the mass of the vibratory roller 6-8 t - 0.4-0.55 m,
with the mass of the vibratory roller> 12 t - 0.65-0.7 m;
when K _y = 0.98 - 1.0 and the number of passes 4 - 6
with a mass of vibroskating rink 3-4 t - 0.2-0.25 m,
with the mass of the vibratory roller 6-8 t -0.3-0.35 m,
with the mass of the vibratory roller> 12 t - 0.4-0.45 m;
for fine fine sand with natural moisture content W _e = 6-8%:
when K _y = 0.95 and the number of passes 4 - 6
with a mass of vibroskating rink 3-4 t - 0.4-0.45 m,
with the mass of the vibratory roller 6-8 t - 0.6-0.75 m,
with the mass of the vibratory roller> 12 t - 0.8-0.9 m;
when K _y = 0.98 - 1.0 and the number of passes 6 - 8
with a mass of vibroskating rink 3-4 tons - 0.25-0.3 m,
with the mass of the vibratory roller 6-8 t - 0.4-0.6 m,
with the mass of the vibratory roller> 12 t - 0.5-0.6 m,
and for rollers with a cam roller, the indicated thicknesses of the sealing layer are increased by 5-10 cm.

When compacting low-moisture homogeneous small and medium-sized sands with W _e <4%, the number of passes of the vibratory roller along one track takes no more than four. To prevent the formation of underconsolidated layers along the height of the subgrade, taking into account the effect of near-surface unconsolidation in the upper part of the vibration-compaction layer, the thickness of each layer that is the next highest in height and to be compacted is reduced by an amount equal to the thickness of the unconsolidated zone of the previous layer, which is 6-8 t when the rollers are working - 0.1-0.15 m, and during the operation of vibratory rollers weighing 12-15 tons - 0.2-0.25 m. In the upper closing layer of the subgrade, deconsolidation of the surface zone is prevented by additional tion or decreasing humidifying vibrating compactor masses, applied at least at the final stage of the sealing layer, or interlayer vtaplivaniem process of crushed stone or gravel, and compacting this layer Pneumatic rollers weighing 12-15 tons, or use a combination seal with compulsory moistening surface. The compaction is started by the smooth-roller vibratory roller 54, and then the compaction is continued by the cam roller with the vibrator turned off and the cam roller speed of 2.5-3 km / h. When compaction of clay soils, taking into account their plasticity and water content, the number of passes of the skating rink is increased by 1.5-2 times in comparison with the same parameters of vibration compaction of sand. The thickness of the compacted layer is reduced and accepted based on the mass of the vibratory roller, the required degree of compaction and the number of passes
for light sandy loam, light silty clay loam
at a moisture content of 0.8 - 0.9 W _opt , K _y = 0.95 and the number of passes 6 - 8:
with the mass of the vibratory roller 6-8 t - 0.45-0.6 m,
with the mass of the vibratory roller> 12 t - 0.4-0.5 m;
at a moisture content of 0.95 - 1.15 W _opt , K _y = 0.98 - 1.0 and the number of passes 8 - 10:
with the mass of the vibratory roller 6-8 t - 0.3-0.4 m,
with the mass of the vibratory roller> 12 t - 0.4-0.5 m,
and for heavy loam, heavy silty clay, clay
with a moisture content of 0.85 - 0.9 W _opt , K _y = 0.95 and the number of passes 8 - 10:
with the mass of the vibratory roller 6-8 t - 0.2-0.25 m,
with the mass of the vibratory roller> 12 t - 0.3-0.35 m;
at a moisture content of 0.95 - 1.05 W _opt , K _y = 0.98 - 1.0 and the number of passes 10 - 12:
with the mass of the vibratory roller 6-8 t - 0.3-0.4 m,
with the mass of the vibratory roller> 12 t - 0.45-0.55 m;
moreover, with an initial degree of compaction of the soil K _at ≤0.9, compaction begins without vibration with at least two passes along one track, then 2-4 passes are performed at an increased vibration frequency of 30-40 Hz. In subsequent passes, the vibration frequency is reduced to 25-33 Hz, and the speed of the roller is taken 1.5 - 2.5 km / h. When working in winter conditions, or at least at negative temperatures, the soil is compacted in the same way, but at the same time the compaction is completed before the freezing of the soil begins. The thickness of the compaction time, during which it is necessary to complete the compaction of the soil, and the length of the working jaw are taken depending on the outdoor temperature as follows:
at a temperature of -5 ^o C and the time before the start of soil freezing after excavation from the quarry 85 - 90 min: 60 - 65 min and 100-120 m, respectively;
at a temperature of -10 ^o C and the time before the start of soil freezing after excavation from the quarry 55 - 60 minutes: respectively 40 - 45 minutes and 60-80 m;
at a temperature of -20 ^o C and the time before freezing of the soil after excavation from the quarry 35 - 40 minutes: 25-30 minutes and 40-50 m, respectively;
at a temperature of -25 ^o C and the time before the freezing of the soil after excavation from the quarry 15-20 minutes: respectively 12-15 minutes and 20-25 m.

The base of the pavement on the reconstructed parts of the highway is multilayered of “lean” concrete, for which two layers of cement concrete mix M- (75-125) are laid in series, mainly on limestone of M- grade (400-700). The lower layer is made thinner than the upper one with a difference in thickness of at least 10% of the total thickness of the cement concrete base. On top of the lower layer, a technological and waterproofing layer is made of bitumen emulsion or ground, in the process of laying each of the layers, the preparation, distribution and consolidation of the cement-concrete mixture are performed. Distribution is carried out by equipped with automatic leveling systems with a profiler, distributor, paver, or universal automatic pavers like DS-199, and / or "Titan" from ABG-Ingersol Rand and / or Blau Knox (not shown in the drawing), or using medium and heavy graders (not shown in the drawing). Compaction of the cement-concrete mixture is carried out mainly by the link of the rollers, consisting of a smooth-drum vibration roller 54 weighing 6-7 tons, operating with a vibration frequency of 30-50 Hz and smooth-rolling 54 or combined vibration roller 55 weighing 12-16 tons, operating with a vibration frequency of 30-45 Hz, or from a pneumatic tire roller 53 weighing 20-24 tons and one smooth-roller vibration roller 54 weighing 9-10 tons, operating with a vibration frequency of 30-45 Hz. The cement-concrete mixture is laid over the entire width of the base, or concreted in separate strips 56, 57, 58, 59, 60 with the completion of the entire width of the base within one working day. With longer time gaps, the laying of adjacent strips is resumed after concrete has set at least 70% of the design strength in the laid strips. The movement of technological transport, including for laying the upper layer of the base, is carried out either on the day of laying the lower layer with a speed limit of 10 km / h, or after concrete has set at least 70% of the design strength in the laid strips. Before concreting, the longitudinal (lateral (not shown)) and transverse joints (not shown) are cleaned, the crushed stone base and the joints are wetted with water. The unloading of the first two machines that delivered the cement concrete mixture is carried out on the right and left in front of the auger of the distributing machine. The remaining machines are unloaded in a checkerboard pattern from the axis of each concrete strip, providing an initial allowance for compaction of the mixture in the amount of 20-30% of the design thickness of the corresponding base layer, from the side of the free edge increase by 25 cm relative to the calculated width of the concrete strip, and the distribution speed of the mixture is taken no more than 5 m / min. The capture length is 20-30 m, and the mixture is compacted, depending on the ambient temperature, for no more than three hours. To maintain the specified thickness of the layer, performed by the profiler (not shown) or paver 61 with automatic transverse slope systems, the copier string 62 is pulled parallel to the axis of the concrete strip. If there are no automatic systems and the paver or distributor works, two copier strings are used, the mixture is compacted in the base starts from the curb, the initial 2-4 passes are performed in static mode without vibration with a roller of 6-7 tons mass. At each subsequent pass of the roller, the trace of the previous one is covered by at least 10% of the width of the drive roller, the subsequent compaction is performed in 4-6 passes with vibration, of which the first two or three passes are performed with a vibration frequency of up to 30 Hz and a maximum amplitude. Then, the frequency is increased to 50 Hz, and the amplitude is reduced to a minimum, or heavier rollers weighing 9-10 tons are used for compaction, and they make three or four passes without vibration and 8-10 with vibration from 30-35 Hz at the beginning of the period up to 45-50 Hz in the second half of the period, the compaction is completed with a roller weighing 12-16 tons in 6-8 passes along one track with vibration, of which the first 3-4 passes are made at a vibration frequency of 30-35 Hz, and the subsequent ones at 40 -50 Hz, or final compaction is carried out in 8-10 passes with a pneumatic tire roller. Mass of 20-24 tons. The speeds of the rollers during compaction, depending on the mass of the rollers and the type of compaction are taken for
rollers weighing 6-7 tons without vibration - 2-4 km / h;
rollers weighing 6-7 tons with vibration - 1.5-2 km / h;
rollers weighing 12-16 tons with vibration - 2-3 km / h;
pneumatic tire rollers - 5-8 km / h;
rollers weighing 9-10 tons without vibration - 2-3 km / h;
rollers weighing 9-10 tons with vibration - 1.5-2 km / h.

 When exceeding the estimated length of the gripper, determined by the technological parameters of the distributing and sealing machines, namely, the reduced speed and the number of passes of the latter, one or more additional roller links are used. The process of vibration compaction of freshly laid cement concrete mixture is carried out continuously in the direction parallel to the axis of the road, vibration on and off, as well as transition from strip to strip, are carried out outside the compacted layer, and, if necessary, an emergency stop on the rolled layer, the vibration is turned off in 1.5-2 , 0 meters before the car stops. The zones of joints and interfaces are additionally compacted with a vibrating plate. Before a break in concreting or in front of bridges and viaducts, work or expansion joints are arranged respectively, for which they clean the weld place from excessive concrete mix, install and fix a stop bar (not shown) on the base with stability or a metal formwork (not shown in the drawing) ) to the height of the layer to be sealed, taking into account the seal allowance, fill the sinuses with concrete mix in front of the timber or formwork with seal allowance and seal the concrete mixture in the weld zone, mainly vibrating plate. Care for freshly laid concrete when concreting the lower layer 14 is carried out if the upper layer 15 of the base is arranged with a time gap of more than four hours. Accordingly, care for freshly laid concrete during concreting of the upper layer 15 is carried out if the asphalt concrete pavement 3 is arranged with an interval of more than four hours after concrete is laid. To protect fresh concrete, film-forming materials are used: bitumen emulsion, or constantly moistened sand, or polyethylene film, or bituminized paper, which is applied or laid immediately after finishing the surface of the concrete layer, and concrete care is stopped when laying the overlying layer or upon completion of set concrete of design strength, while in the process of performing work on the foundation device, the geometric and strength parameters of each layer are controlled.

When performing the bottom layer 17 of the asphalt concrete coating 2-3 hours before laying the asphalt concrete, the underlying layer 15 is cleaned and washed from dust and dirt. Then, bitumen emulsion 16 is applied to it with a flow rate of 0.3-0.4 l / m ² . At the same time, the emulsion or liquefied bitumen is treated with a previously evenly cut side edge of the old coating in the area adjacent to the new one. Laying the bottom layer 17 of asphalt concrete pavement is carried out immediately on the entire width of the carriageway with at least two pavers 61 and 63 operating using at least one pre-tensioned tracer string 62 for each paver 61 and 63. Copier strings 62 are installed at least , on both sides - along the longitudinal edge of the old coating and on the side of the curb. In the process of laying asphalt concrete from a porous mixture, the specified level of the surface of the laid layer is provided on one side of the first paver 63 laying the strip 6 m wide, from the carbon string 62 brought into contact with it, and on the other hand, the specified level is supported by the transverse slope sensor 64 On the one side of the second along the asphalt paver 61, laying a strip width of 8.25 m, a predetermined level is provided by the carbon string 62 brought into contact with it, and on the other hand, from the small carbon ski 65, which move along the layer laid in front by the asphalt paver 63. In the process of laying asphalt concrete from a dense mixture, the specified surface level of the laid layer 18 is provided on one side of the first along the asphalt paver 61, laying a strip of 8.25 m wide, from the carbon string 62, and on the other - from a long ski 66, moved along the previously laid underlying layer 17 of asphalt concrete pavement. On the one side of the second asphalt paver 63 laying a strip 6 m wide, a predetermined level is provided from the tracer string 62, and on the other hand, from the small tracer ski 65 moving along the layer laid in front by the asphalt paver 61 in front. Asphalt pavers are installed before starting in the initial position, and also set the working body of each paver 61 and 63 to a predetermined thickness of the stacked layer, equal to the design, increased by the size of the allowance for compaction, set the smoothing vayuschuyu plate with angle of attack 2-3 ^o, set up an automated system to ensure evenness and transverse slope, adjusted modes of tamper (not shown) and a screed plate (not shown) mounted tamper stroke, preferably equal to 4 mm. In the process of laying, the distance between the working pavers 61 and 63 is taken equal to 10-15 m, but not more than 30 m. The speed of laying asphalt concrete is within 2-3 m / min, the allowance for compaction of the asphalt concrete mixture is specified during the test compaction and taken equal to 15- 20% of the design layer thickness. At the beginning of the shift or when laying after the break, the transverse joint 67 is heated by installing the paver 61 and 63 above the edge of the previously laid asphalt and fill the screw chamber (not shown) with the mixture. The top of the coating in the area of the transverse junction 67 is preheated with a linear heater with infrared irradiators (not shown in the drawing). Before resuming the laying of asphalt concrete, the installation level of the working body (not shown) of the asphalt paver 61 and 63 is maintained or set to the same level as before the laying interval and at least two meters from the transverse adjacency, the machine is carried out in manual mode. Compaction of the asphalt mix is carried out in the temperature range 140-90 ^o C and begin with the compaction of the transverse conjugation. Then the mixture is compacted with smooth-rolling rollers 54 weighing 8-10 tons without vibration, while at the first 30-50 meters the pneumatic tires of combined 55 and 53 wheeled rollers are heated, after which the asphalt concrete mixture is compacted by the indicated rollers directly behind the paver, moving the combined rollers with wheels forward. The final compaction is carried out by smooth-roller rollers 54, while pneumatic wheels 53 and combined 54 rollers carry out at least 6-8 passes along one track, the first 3-4 of which are carried out by combined-action rollers without vibration, and the subsequent ones with vibration of 30-50 Hz and maximum amplitude. Asphalt concrete is rolled by pneumatic wheels 53 with a working speed of 4-6 km / h, and combined rollers 55 with a speed of up to 5 km / h without vibration and up to 2 km / h with vibration. When compacting asphalt, smooth-rolled rollers 54 also make at least 6-8 vibration passes along one track, and in the first 3-4 passes, set the vibration mode to 30-50 Hz, the maximum amplitude, and the speed of movement is taken to a minimum of 2 km / h. In the second half of the rolling cycle, smooth-roller rollers are given a vibration frequency of 40-45 Hz at a minimum amplitude with an increase in travel speed up to 4 km / h. Complete the coating compaction with a heavy roller (not shown) of type VSH-105 or a similar model. The longitudinal joint of the web of the reconstructed highway is sealed with the same roller, and the sealing is carried out sequentially with stripes from the edges to the middle with overlapping layers of 20-30 cm.The movement of the rollers on the mixture being compacted is carried out continuously and uniformly without changing the direction of movement of the roller on an uncompressed and non-cooled layer. The roller is moved from one strip to another and vibration is switched on outside the sealing strip. Each subsequent track of the roller in the direction of compaction is shifted relative to the longitudinal axis of the web, preferably by an amount equal to or comparable to the diameter of the roller or pneumatic wheels. During the work, the temperature of the asphalt concrete mixture in each vehicle that delivered it to the place of installation is controlled, and at least every 100 m of the laid layer, the layer thickness, lateral and longitudinal slope of the blade and compaction modes are controlled: mixture temperature, speed of rollers, frequency and amplitude vibrations. The final parameters of the laid and compacted coating layer are checked on samples that are taken in the form of cores or cuttings from the specified coating layer 1-3 days after its construction.

The top layer 18 of the asphalt concrete pavement of the reconstructed highway is made of hot type A asphalt concrete mix of grade I on a polymer-bitumen binder thickness, mainly 6 cm, over the entire width of the carriageway in one direction, combining the widening sections newly constructed during reconstruction and the existing roadway carriageway. Before laying the asphalt mix, preparatory work is carried out, including profiling the bottom layer 17 of the asphalt concrete pavement on both the existing and newly erected strip under the milling cutter marks (not shown in the drawing) with an automatic leveling system, the leveling layer is made of hot asphalt mix type B with selection of the maximum grain size of the aggregate depending on the thickness of the leveling layer, patching, installation on the lower 17 or leveling layer of asphalt concrete coating of crack-breaking nets, cleaning, washing from dust and dirt and drying the lower layer 17 of the asphalt concrete coating before priming, priming no later than 2-3 hours before laying the upper coating layer, which is carried out by applying bitumen emulsion with a flow rate of 0.3- 0.4 l / m ² and obtaining a transparent brown layer, which is maintained until the water evaporates from the emulsion and its color changes from brown to black. Cross mates perform perpendicular to the axis of the highway. The ends of the previously laid strip are cut vertically without chips and lubricated with a bitumen emulsion. Along the line of transverse joints 67, a coating is cut through the entire thickness of the upper layer with a cutter (not shown) with diamond disks. Then, a cold milling cutter (not shown in the drawing) removes excess material in the prepared zone behind the junction line. At the end of the interchangeable gripper, the layer of the laid coating is cut along one line over the entire width of the laying. The junction of the barrier fence and the side stone to the asphalt coating layer is treated with bitumen or bitumen emulsion. Laying the top layer of asphalt concrete pavement is carried out simultaneously by three pavers 61, 61 and 63 immediately over the entire width of the roadway. The adjoining strip to the concrete barrier fence is laid by an asphalt paver equipped with a sliding working body. When arranging the top layer of the coating, use (see Fig. 7) a “layered” strip laying scheme, in which the pavers have a step, and the paver near the curb works first along the way. Copier string 62 for the operation of the automatic system is installed on both sides of the arranged coating: on the shelf of the concrete barrier fence and on the side of the curb. On a removable gripper, racks with downward marks (not shown in the drawing) are pre-installed and the carbon string 62 is pulled, and the distance between the racks is selected from the condition for excluding the sagging of the carbon string, but no more than 8 m. The operation of the automatic system for ensuring the evenness of the paver 63 to the side of the road, carried out on one side of the carbon string, and on the other, from a long ski 66, moved along the underlying layer. Automation of the second asphalt paver is carried out on the one side of the shoe, (short ski 65) tracking the edge of the strip laid by the first paver, and on the other hand, from the long ski 66. The base of the automatic paver system at the concrete fence from the barrier is the carbon copy string 62, and on the other hand, “shoe” - a short ski 65, moved along the strip laid by the second stacker. The transverse slope of the pavement ensures the operation of the automatic system on all three pavers. Before starting paving, pavers are set to their original position and prepared for work in the following sequence:
- set the screed plate (not shown) on the starting blocks (not shown) taking into account the thickness of the coating and the allowance for the seal, while the angle of attack of the screed is taken to be zero;
- establish a smoothing plate (not shown in the drawing) with an angle of attack of 2-3 ^o ;
- set up an automatic system for ensuring evenness and lateral slope;
- warm the smoothing plate (not shown in the drawing) for 10-40 minutes, depending on weather conditions before laying, to the temperature of the asphalt mixture being laid;
- set the operating modes of the tamper beam (not shown in the drawing), mainly the 4 mm stroke, and the screed (not shown in the drawing), observing the distance between simultaneously working pavers equal to 10-15 m, but not more than 30 m.

When unloading the mixture, the dump truck is stopped 30-60 cm before the paver without being installed on the hand brake (not shown in the drawing) with the possibility of the paver being pushed forward. During the unloading of dump trucks, the paver is moved at a working speed not lower than the speed of the dump trucks. The speed of laying the coating is taken within 2-4 m / min. The asphalt mix is uniformly delivered to all pavers to ensure their continuous movement at a constant speed. During operation, the paver maintains the same level of mixture in the screw chamber (not shown in the drawing), reaching the axis of the screw shaft (not shown in the drawing). With short interruptions in the delivery of the mixture, the latter in an amount of not less than 25% of the capacity of the paver's hopper is left in the hopper (not shown in the drawing), and during long interruptions the entire mixture is produced, which is in the hopper, screw chamber and under the stove (not shown in the drawing) . The allowance for compaction of the asphalt mixture using a polymer-bitumen binder is taken, mainly 15-20%, and is specified during the test compaction. At the beginning of the shift and after a long break, the transverse joint 67 is heated, setting the stacker so that the vibrating plate (not shown) is completely above the edge of the previously laid layer, and fill the screw chamber with the mixture. The top of the coating in the area of the transverse joint is heated by a linear heater with infrared burners (not shown in the drawing). When performing transverse abutment at the beginning of a shift, the level of installation of the working body of the paver is set to the same as at the end of the previous shift in the same strip, while at least two meters from the abutment are in manual mode without automation, and, if necessary, they are adjusted angle of attack of the screed. With a longitudinal slope of more than 70 ^° / °°, the laying and compaction of the asphalt concrete coating is carried out from the bottom up. With a longitudinal slope of less than 70 ^° / °°, the asphalt concrete pavement is laid and compacted both on the slope and up the slope, and the asphalt concrete mixture is compacted immediately after laying, starting from the transverse mating seal, which is carried out by the roller passes both in the longitudinal direction, and along the seam. In the first case, the roller of the roller is completely led out of the seam line onto the sealing layer, and in the second, when compaction along the seam, the roller of the roller is brought to the compacted coating by 20-30 cm and the asphalt mixture is compacted in the temperature range from 150 to 80 ^o C. The compaction process is carried out according to one of the following schemes:
the first scheme - rollers of different types - pneumatic 53, combined action 55 and vibration 54 - move across different compaction bands apart; or
the second scheme - the rollers of different types move the link along the same track to the next track or for both schemes provide two options for arranging the rollers during rolling: when the pneumatic wheel roller 53 or the combined roller 55 moving the pneumatic tires forward are placed first, or when the leading is a smooth-roll roller 54. At the beginning of laying, regardless of the compaction scheme, packing starts with the passage of one or two smooth-drum rollers 54 without vibration, and after compaction of the first two strips, 2-4 passes one by one th trace - at their transition to the third strip, a first sealing strip begin Pneumatic rollers 53 and / or the combined action of roller 55 and is carried out during warm-compacting tires to asphalt mix temperature to avoid its sticking to the pneumatic tire. Then, the pneumatic wheel roller 53 compacts the coating directly behind the paver. The compaction according to the first scheme is carried out as follows: the pneumatic wheel roller 53 carries out two passes forward and backward along the first and second stripes of laying, after it moves to the third strip in the first strip, the combined-action roller 55 is moved, after the pneumatic wheel roller 53 is moved to the fifth strip, and combined action roller 55 - the smooth-roller roller 54 is moved to the third lane in the first lane in vibration mode and after the pneumatic wheel roller 53 has passed through the last sealing lane behind a certain asfa toukladchikom, it is converted again to the first sealing strip and the cycle is repeated. The compaction according to the second scheme is carried out by three links of rollers, each of which is moved across the entire width of the compacted coating, after sealing the coating by the first link of rollers along the entire width, laid first along the paver, move it to the seal of the coating laid by the second paver, at the same time the second the roller link begins to compact the coating behind the first paver, and after the transition of the first link to the area of the third paver, and the second link to the area of the second paver, the third link rollers begin compaction of the coating for the first paver, and then the entire compaction cycle is repeated. For the rink 53 on pneumatic tires during the initial roll-in, a speed of 3.0-4.0 km / h and the number of passes are 2-4, and with the main roll-in at the first stage, a speed of 4.0-6.5 km / h and the number of 5-6 passes, and in the second stage - a speed of 6.5-11.5 km / h and the number of passes 2-3. For a vibratory action roller, including combined 55, during the initial rolling, the speed is 3.0-4.0 km / h and the number of passes 2-4, and during the main rolling - at the first stage - the speed is 4.0-5.5 km / h and the number of passes 5-6 at a vibration frequency of 30 Hz, and in the second stage - a speed of 4.0-5.5 km / h and the number of passes 5-6 at a vibration frequency of 45 Hz. For a smooth-rolled rink of 54 static action, at the initial rolling, the speed is 3.0-4.0 km / h and the number of passes 1-2, and with the main rolling - at the first stage - the speed is 4.0-6.5 km / h and the number 5-6 passes, and in the second stage - a speed of 6.5-8.0 km / h and the number of passes 3-4. Vibration on the rollers when moving back include only the second stage of the main stage of compaction. The seizure length of the seal is the length of the area on which the seal must be completed before the mixture cools down at least 80 ^o C is taken at an ambient temperature of 10 ^o C - 50-60 m, and at a temperature of 20 ^o C - 90-100 m, but no more 150 m. To seal the coverage areas adjacent directly to the curb, 54 smooth-rolling static rollers of the DU-48B type are used. Pre-compaction pneumatic wheeled roller 53 is positioned as close as possible to the paver, taking into account the temperature of the asphalt mix. When compacting type A asphalt mix, the pressure in the tires of the pneumatic wheel is mainly 0.8 MPa. To prevent cooling of the tires of the roller, it is not allowed to move it to the cooled coating, with the exception of cases of the start of rolling and filling the roller. During the operation of different types of rollers, one after the other, one after the other, in order to comply with the speed regime, the entire link is moved at the speed of the vibratory roller, and the distance between the individual link rollers during movement is taken to be 2-3 m, ensuring the same sealing force during rolling width of rolled sheet. When working smooth-roller 54 rollers in vibration mode, the rolling includes vibration on both rollers of the roller. Compaction of the coating begins with strips from the edges to the middle with overlapping tracks of 20-30 cm. The first pass is started, departing from the edge of the coating by 10-15 cm, and the edges are compacted after the first pass of the roller over the entire width of the stacked strip. Longitudinal conjugation is compacted by rollers from the paver squad going behind, and during compaction of the mixture, the rollers are kept in continuous and uniform motion, and rollers are prevented from stopping on an unconsolidated and non-cooled layer or a sharp change in the direction of movement of the roller. Moving the roller from one strip to another is carried out only on a previously compacted coating, and vibration is included outside the sealing strip on a moving roller. When compaction, the roller is moved parallel to the axis of the road, and to prevent wave formation, each subsequent track of the roller is placed further than the previous one in the direction of rolling by the value of the diameter of the roller or pneumatic wheels, while the temperature of the asphalt mixture in each vehicle that delivers it to the place of work is checked. In the process of laying, the thickness of the laid layer is monitored after 100 m, the evenness and transverse slope is not less than 20 m, and in the process of compaction, compliance with the specified mode of compaction of the mixture is monitored. Correction of irregularities by the rolling method is carried out on a hot surface at a temperature not lower than 80 ^o C, while the quality control of asphalt concrete is carried out by cores or cuttings from the top layer of the coating in three places at 7000 m 1 to 3 days after its installation.

 Strengthening the slopes of 26 subgrade 1, bridge cones and the banks of small rivers in the areas of intersection with the highway is carried out by laying plastic geogrids, including geoframes, mainly in the form of a flexible modular cellular structure, which is filled with vegetable soil in open sections of the slopes irradiated with solar radiation. with grass sowing, and on shaded areas under bridge crossings and overpasses - mainly with rubble and / or cement-concrete mixture, and / or gabion structures are used (in the drawing not shown) in the form of thin-walled mattress-sloping and box-shaped thrust-box structures, which are made of mesh metal-galvanized elements with high aero- and hydro-transparency, which strengthen the slopes of the catchment and drainage ditches by laying them on the slopes and filling with a stone outline, and / or crushed stone, and / or soil, including with the possible sowing of herbs. Structurally reinforced slopes of the subgrade, at least in part of the length between the artificial structures, as well as cones and slopes in the areas of reconstructed and newly constructed transport interchanges, additionally strengthen and protect against erosion by landscaping by distributing on their surface a soil mixture with mineral organic additives and in this mixture with grass seeds, or by laying and fixing organo-containing fibrous mats with seeds of grass and / or other plants previously introduced into them.

 Throughout artificial structures such as bridge passages and / or overpasses at the junction points of the spans and at the interface nodes of the spans 41 man-made structures with embankments of approaches 42, expansion joints 43 are made with sealing joints, drainage grooves to remove water from the roadway and the possibility of longitudinal movement up to 330 mm. In the sections of the interfaces with the embankments of approaches 42, the latter carry transitional, mainly reinforced concrete, slabs 46, which are located under the carriageway of the highway. For drainage of water that penetrates the waterproofing level of artificial structures, at the expansion joints, as well as at the lower edges of the spans 41, capillary drainage systems (not shown) are connected that are connected to surface drainage systems, for which they are carried out under pavement and / or the lower part of the layer (not shown), including a fiberglass drainage grid located above the inlet mouth of the drainage pipe, and located on the grid sketch of gravel, or expanded clay, or granular organic or organ-containing material, or bulk aero- and hydro-transparent synthetic material, in cascade approaches, and / or in sections of bends of exits, and / or linear sections of the highway, cascading drainage trays (not shown) are mounted, which are mounted with a general inclination repeating the slope of the slope. At least in areas of a part of artificial structures, sewage disposal systems are provided with treatment facilities (not shown in the drawing). At least part of the sections of the subgrade in the zones of embankments of approaches, the walls of the foundations of artificial structures, as well as the initial and final sections, mainly directed exits, are performed with anchor armo-soil elements (not shown in the drawing). The complex armo-soil structure is made in the form of compacted soil layers with a compaction coefficient of up to 0.98, between which lay layers of geotextile material, mainly roving fabric in the form of sheets, which are rolled with an overlap of 15-20 cm. To create reverse filtration, at least at least, in some areas from the abutments, additional layers of dornite are laid under the roving fabric, in addition, at least in places of recesses on the route line, and / or in excessively moistened areas of the embankment in t barely subgrade perform drainage layers of sand and / or sand and gravel, and / or, at least partially, in the form of gravel or gravel.

 Solid and broken lines of road marking (not shown in the drawing) and road signs (not shown in the drawing) and direction indicators (not shown in the drawing) and traffic management are applied to the roadway of the highway. Traffic signs and signs, traffic lights (not shown in the drawing) and telemetry equipment (not shown in the drawing), as well as mileage indicators are installed on the curbs and over the roadway. Traffic lights and road signs and signs are placed on separate racks 48 or frame T-shaped 49, or L-shaped 50, or U-shaped 51 supports with crossbars 52, mainly forming trusses.

 Tables 1 and 2 show examples of the implementation of dense hot fine-grained asphalt mixes and the properties of the resulting asphalt concrete.

Claims (23)

1. The ring highway of the metropolis, containing a subgrade, road pavement, consisting of a base and cover with a marking of the carriageway, a dividing strip and / or wall, fences, man-made structures - intersections with other highways and / or roads, including traffic interchanges with exits, railroad crossings, bridge crossings, overpasses, tunnels, overhead and underground pedestrian crossings, a drainage system with ditches, and / or trays, and / or culverts, lighting systems, reg traffic safety and security, including light signaling systems, traffic signs, telecommunications, traffic police posts, as well as service and infrastructure systems, including gas stations, car washes, maintenance and repair stations, environmental safety systems, characterized in that the highway the plan passes partly along the subgrade and partly along the artificial structures as part of the highway - bridge crossings and overpasses, while the total length of sections of the highway passing through bridge crossings is it accounts for 31 - 34% of the total length of sections of the highway passing through overpasses, and the total length of sections of the highway laid along the subgrade is greater than the total length of sections of the highway,
passing through bridge crossings and overpasses, 30–34 times and makes up 95–97% of the total length of the highway, while along the entire length of the highway the subgrade and carriageway in cross section are broadened and contain additional sections of straightening the track and / or its branching to sections of the unidirectional traffic route, and / or transitional sections adjacent to artificial structures, including viaducts and separate bridge crossings, while the broadening is located mainly on both sides of the existing earthlings of the roadway and carriageway is predominantly symmetrical about the longitudinal axis of the highway with the formation of a five-lane carriageway in each direction of movement, consisting of four main lanes with a width of 3.75 m and a fifth transitional-speed strip with a width of at least 20% greater than the width of each of the others lanes, and between the carriageways of the highway with an oncoming traffic direction a dividing strip is placed not less than 1.3 times wider than the width of each of the main four lanes, and to the outside at the edge of each side of the carriageway, at least between the artificial structures, a roadside adjoins at least 80% of the width of each of the four main lanes, with at least 40% of the roadside on the adjoining side of the roadway broadening, and / or sections of track straightening and / or branching and / or transient portions formed strengthened, and pavement made multi-layer, comprises a lower layer of frost sand filtration factor of at least 2 ^m / day vtoplennym on top of rubble m, two layers of rolled cement concrete with interlayers of bitumen emulsion or crushed between them and a multilayer asphalt concrete coating, the lower layer of which is made of high-porosity from hot fine-grained asphalt mix type B on granite crushed stone M-800, and the upper layer is made of dense, hot concrete a mixture of type A grade I containing crushed gabbro-diabase fractions of 12–18 mm and fractions of 5–12 mm, a mixture of natural sand with screening crushing of gabbro-diabase crushed stone of a fraction of 4–8 mm and fractions up to 4 mm, mineral stone powder, polymer-bituminous astringent and cationic additive of the amine type in the following ratio of components in wt.%:
Gabbro-diabase gravel
fractions
12 - 18 - 1.0 - 1.5
5 - 12 mm - 27 - 41
A mixture of natural sand with screening crushing gabbro-diabase gravel
fractions
4 - 8 mm - 15 - 29.5
up to 4 mm - 26 - 29
Limestone mineral powder - 8 - 12
Polymer-bitumen binder - 4.5 - 5
Amine type cationic additive by weight of binder - 0.6 - 0.8
moreover, between each coating layer is also a layer of bitumen emulsion or ground. 2. The ring highway according to claim 1, characterized in that the composition of the polymer-bitumen binder mainly uses viscous oil road viscous grades BND according to GOST 22245-90, and / or bitumen grades BN, polymers: block copolymers of butadiene and styrene type SBS in the form powder or crumbs, and / or DST-30-01 I group according to TU 38 103267-80, and / or DST-30R-01 I group according to TU 38 40327-90 of the Voronezh synthetic rubber plant, and / or their foreign analogues: Finapren 502 or Finapren 411 from Petrofina, and / or Kraton D 1101, and / or Kraton D 1184, Kraton D 1186 from Shell, and / or Europrene Sol T 1 61 firms "Enikem", and / or Kalpren 411 firms "Repsol"; plasticizers: industrial oils of grades I-20A, and / or I-30A, and / or I-40A, and / or I-50A according to GOST 20799-88, raw materials for the production of viscous petroleum road bitumen according to TU 38 101582-88 or a mixture oils and raw materials, moreover, in the composition of the asphalt concrete mixture, a polymer-bitumen binder is used with physical and mechanical properties, respectively, for binder grades 300, 200, 130, 90, 60, 40:
needle penetration depth 0.1 mm:
at t = 25 ^o C - not less than 300, 200, 130, 90, 60, 40, respectively;
at t = 0 ^o C - not less than 90, 70, 50, 40, 32, 25, respectively;
softening temperature on the ring and the ball, ^o C:
not lower than 45, 47, 49, 51, 54, 56, respectively;
elongation, cm:
at t = 25 ^o C - not less than 30, 30, 30, 30, 25, 15, respectively;
at t = 0 ^o C - not less than 25, 25, 20, 15, 11, 8, respectively;
fragility temperature, ^o C:
not higher than -40, -35, -30, -25, -20, -15, respectively;
elasticity,%:
at t = 25 ^o C - not less than 85, 85, 85, 85, 80, 80, respectively;
at t = 0 ^o C - not less than 75, 75, 75, 75, 70, 70, respectively;
softening temperature change after heating, ^o C:
no more than 7, 7, 6, 6, 5, 5, respectively;
flash point, ^o C:
not lower than 220, 220, 220, 220, 230, 230, respectively. 3. The ring line according to claim 1, characterized in that as the cationic additive used adhesive additive InterleneJN / 400-R firm "Herchimica" in the form of a viscous liquid with a density at 15 ^o C 1.01 - 1.03 g / cm ³ , flash point not lower than 180 ^o C, Angler viscosity at 50 ^o C 9 - 10 ^o E in an amount of 0.6 - 0.8% by weight. 4. The annular highway according to claim 1, characterized in that the subgrade at least part of the length of the sections of the broadening, and / or sections of straightening, and / or sections of branching, and / or transition sections, mainly passing in the embankment, made of compacted sand or non-porous sandy soil, and pavement - from successively from bottom to top laid on the prepared - planned in the recesses or compacted and leveled base layers:
frost-resistant sand with a filtration coefficient of at least 2 m / day with a thickness of 0.5 - 0.8 m with a layer of crushed stone embedded in its upper part, mainly limestone, of a grade of at least M-600 with a thickness of at least 0.10 m;
rolled layer of cement concrete of grade M-100 on crushed stone of mainly limestone grade of at least M-600 with a thickness of at least 0.15 m;
a layer of bitumen emulsion or ground;
rolled layer of cement concrete of grade M-100 on crushed stone, mainly limestone, grade not less than M-600 with a thickness of not less than 0.07 m;
a layer of highly porous asphalt concrete from hot fine-grained macadam mixture of grade I mainly on granite macadam of grade M-800 with a thickness of at least 0.07 m;
a layer of dense asphalt from hot fine-grained crushed stone mixture of type “A” grade I on crushed sand, modified bitumen and crushed stone, mainly on granite, grade no lower than M-1200 with a thickness of at least 0.05 m. 5. The annular highway according to claim 1, characterized in that the pavement at least part of the length of at least part of the ramps is made of the base in the form of a layer of sand with a thickness of 0.4 m with a filtration coefficient K _f > m / day with located on top it with an embedded layer of limestone crushed stone M-600 with a thickness of 0.10 m and two layers of rolled cement concrete located on top of the crushed stone, the lower of which M-100 on limestone crushed stone M-600 has a thickness of 0.15 m, and the upper one also M-100 on limestone crushed stone M-600 - a thickness of 0.18 m, and located on top of the base in the form of two layers of dense asphalt concrete, the lower of which is made of hot coarse-grained crushed stone mixture of type B grade I on crushed sand, on granite crushed stone M-1200 0.12 m thick, and the upper one is made of hot fine-grained crushed stone mixture of type A grade I on crushed sand, on a modified bitumen and granite crushed stone M-1200 with a thickness of 0.05 m, while in the areas of the location of the roadsides the sand layer is made thicker than the thickness of the sand layer of the base of the carriageway, and is strengthened from above with a layer of crushed stone material with a thickness of 0.15 m, on top whose a layer of dense asphalt concrete from a hot sand mixture of type I grade I with a thickness of 0.05 m and a layer of jammed crushed stone material 0.10 m thick were laid down, and the reinforcement of each cuvette is made of monolithic concrete 0.10 m thick on a crushed stone layer 0.1 m thick, and the slopes are reinforced by grass sowing along a 0.15 m thick layer of fertile soil. 6. Ring highway according to claim 5, characterized in that at the bends of the congresses the pavement is made with a bias in one direction 40

and consists of a base in the form of a layer of sand, the thickness of which is at embankments with a height of more than 1.5 m - 0.30 m, and with embankments with a height of less than 1.5 m, and in recesses - 0.50 m, and two layers rolled M-100 cement concrete on M-600 limestone crushed stone, the lower of which has a thickness of 0.15 m and the top of 0.18 m, and laid on top of the coating in the form of two layers of dense asphalt concrete, the lower of which is made of 0.07 m thickness from coarse-grained type B coarse gravel mixture of grade I on crushed sand, on granite crushed stone M-1200, and the top - 0.05 m thick from hot fine type I gravel of crushed stone mix A on crushed sand, on modified bitumen and granite crushed stone M-1200, moreover, in the areas of curbs, the thickness of the sand layer is greater than the thickness of the sand layer in the carriageway area, and a layer of crushed stone material 0.15 thick is laid on top of the sand m, and the slopes are strengthened by sowing grass along a 0.15 m thick layer of fertile soil. 7. The annular highway according to claim 5, characterized in that at least part of one exits at least part of their length is made combined with adjoining sections of at least part of other exits, and in the combined sections of exits the carriageway is gable with slopes in the areas of the carriageway equal to 20

and in the areas of roadsides -

and consists on the roadway of the base in the form located with a slope

a layer of sand with K _f > 2 m / day with a thickness of 0.30 m for embankments with a height greater than 1.5 m and a thickness of 0.50 m for embankments with a height of less than 1.5 m and in the recesses of limestone crushed into the sand M- 600 0.10 m thick and laid on top of it two layers of rolled concrete M-100 on limestone crushed stone M-600, the lower of which has a thickness of 0.15 m and the top of 0.18 m, and a coating of two layers laid on top of the base dense asphalt concrete, the lower of which is made 0.07 m thick from hot coarse-grained crushed stone mixture of type B grade I on crushed sand, on granite crushed stone M-1200, and the upper - 0.05 m thick from hot fine-grained crushed stone mixture of type A grade I on crushed sand, on modified bitumen on granite crushed stone M-1200, moreover, in the zones of the location of the curbs, the thickness of the sand layer exceeds the thickness of the sand layer by the roadway area, and on top of the sand there is a layer of crushed stone material 0.15 m thick, while the cuvettes are reinforced with 0.10 m thick monolithic concrete on a crushed stone layer 0.1 m thick, and slopes are planted with grass sowing along a 0.15 thick layer of fertile soil m  8. The ring highway according to claim 1, characterized in that the environmental safety systems include noise screens and noise barrier walls with a total length of 13-15% of the length of the ring highway, installed at the closest proximity of the highway to residential, and / or public, and / or administrative and / or industrial buildings and complexes, moreover, noise screens are prefabricated in the form of frame-forming racks installed on a monolithic strip or intermittent foundation and filled with noise protection anels containing at least one perforated sheathing and an inner layer of noise-attenuating material and fixed on the uprights of the frame; moreover, on non-horizontal sections of the terrain adjacent to the terrain highway in the area of noise shields, the latter are installed on foundations that are similar to the relief profile with a difference in the level of the basement edges under supporting soundproof panels made at least at a part of the struts of the frame along the length of the soundproof screen, soundproof walls at least they are partially supported by a monolithic grillage of a pile foundation and at least partially made by monolithic and equipped at least on the front side facing the highway with decorative lining that imitates cutting the walls into prefabricated blocks.  9. The annular highway according to claim 1, characterized in that the fences are installed on the roadway in the zone of the dividing strip coaxially with the axial line of the highway and at the curbs, and the fences in the zone of the dividing strip are made of two types: on sections of the highway laid along the subgrade, - in the form of a dividing-barrier fence from blocks with a curved concave surface, which ensures the prevention of skidding and / or ejection of cars into the oncoming lane and eliminating the possibility of frontal car collisions while moving in different directions, in this case, the support parts of the height-dimensional lighting masts are mounted in the design of the separation and barrier fence, and cavities are formed inside the blocks of the separation and barrier fence at least in the lower half of their height, forming together at least one through energy communication channel for passing power supply cables of lighting systems and / or telecommunications, and in the areas of bridge crossings and overpasses, fences are made in the form of two parallel rows racks placed on both sides of the axial line of the highway within the dividing strip and fixed on them from the side facing the corresponding traffic stream, horizontally or at least parallel to the surface of the carriageway, continuously extended fenders from corrugated profiles made of metal, or metal, or from reinforced composite materials, and fences at the roadsides of the highway both in areas laid along the subgrade and in artificial structures They are similar to the indicated continuously extended fenders from corrugated profiles mounted on racks and are equipped with catadioptres.  10. The ring highway according to claim 1, characterized in that the reinforcement of the slopes of the subgrade, bridge cones and the banks of small rivers in the areas of intersection with the highway is made in the form of plastic geogrids, including geoframes mainly in the form of a flexible modular cellular structure, in open areas slopes irradiated with solar radiation, filled with plant soil with grass sowing, and in shaded areas under bridges and overpasses - mainly crushed stone, and / or cement-concrete mixture, and / or in the form of gabb ionic structures from thin-walled mattress-sloping and box-shaped thrust-box structures from mesh metal-galvanized elements with high aero- and hydro-transparency, for slopes of catchment and drainage ditches - with filling in the form of a stone outline, and / or crushed stone, and / or soil, including the number of containing grass seeds, in addition, the slopes of the subgrade at least part of the length between the artificial structures, as well as the cones and slopes in the areas of reconstructed and newly constructed transport interchanges are equipped with an additional repleniem a soil mixture with mineral and organic additives grass seeds or stacked and fixed organo fibrous mats with pre amended by the grass seeds and / or other plants.  11. The annular highway according to claim 1, characterized in that on the extended man-made structures such as bridge passages and / or overpasses at the junction of the sections of the span structures and in the junctions of the span parts of the man-made structures with embankments of the approach, expansion joints are made with sealing joints, drainage grooves to remove water from the roadway and the possibility of longitudinal movement up to 330 mm, moreover, in the areas of interfaces with embankments of approaches, the latter have transitional mainly reinforced concrete Slabs that are located under the roadway of the highway, and for drainage of water that penetrates the waterproofing level of artificial structures, capillary drainage systems are made at the expansion joints, as well as at the lower edges of the spans, linked and / or combined with surface drainage systems, in the form placed under the pavement and / or in its lower part of the layer, including a drainage fiberglass mesh, located above the inlet mouth of the drainage pipe, and located on the mesh vii, or expanded clay, or granular organic or organ-containing material, or bulk aero- and hydro-transparent synthetic material, and in the areas of embankments of approaches, and / or in sections of bends of exits, and / or linear sections of the highway, cascading drainage trays are installed that are installed with a common a slope that repeats the slope of the slope, and at least in areas of some artificial structures, wastewater systems are equipped with treatment plants, at least part of the subgrade in the zones embankments of approaches, walls of abutments of artificial structures, as well as initial and final sections of predominantly directed ramps, are made with anchor armo-soil elements, while the integrated armored structure is made in the form of compacted soil layers with a compaction factor of up to 0.98, between which layers of geotextile material are laid mainly from roving fabric in the form of panels placed with an overlap of 15 - 20 cm, while in order to create reverse filtration in at least certain areas with additional layers of dornite are laid under the roving fabric of the abutments; in addition, at least in places of recesses on the route line and / or in excessively moistened areas of the embankment, drainage layers of sand and / or sand and gravel are placed in the body of the subgrade, and / or at least partially in the form of gravel or gravel.  12. The ring highway according to claim 1, characterized in that the roadway has solid and broken lines of road marking and road signs and direction signs and traffic organization, and road signs and signs, traffic lights and telemetry are installed on the curbs and over the roadway equipment, as well as mileage indicators, and traffic lights and road signs and indicators are installed on separate racks or frame T-, or G-, or U-shaped supports with crossbars, mainly forming trusses. 13. The method of reconstruction of the ring highway of the metropolis, including the relocation of communications, the reconstruction of the subgrade and pavement with the widening of the roadway and the formation of additional traffic lanes in each direction, the reconstruction of existing and the construction of new artificial structures - bridge crossings, road junctions, overpasses under the intersected highway railways, highways, culverts, reconstruction of existing underground passages, implementation of events to improve environmental protection of the environment and traffic safety, construction of service and infrastructure facilities, including reconstruction and placement of new gas stations with a full range of services for the maintenance of cars, washing stations, traffic police posts with helipads, passenger and driver rest areas , public service facilities, motels and terminals with parking for passenger and freight vehicles, characterized in that during the reconstruction of the Moscow count The main highway works without interruption all year round, and work on the broadening of the highway is carried out both on sections of it located on artificial structures, including bridge passages and overpasses, and on the subgrade, while the total length of the sections of the broadening of the highway laid along the earthen the canvas, take 30 - 34 times the total length of the sections of the highway passing through bridges and overpasses, and constituting 95 - 97% of the total length of the highway, moreover, when performing work by broadening the subgrade at least part of the length of the highway in the areas adjacent to the newly erected sections of the subgrade to the slopes existing in the latter, the benches are cut in the form of a cascade of berms, and the height of the benches is taken to be the corresponding or a multiple of the thickness of the technological layer of dusting between the two horizons of the passage of soil compaction cars, pavement is multi-layered with a base and asphalt coating, at least the top layer of which is laid simultaneously over the entire width of the part of it at least within the same direction of movement and is made dense of hot fine-grained asphalt mixture of type “A” grade I containing gravel of gabbro-diabase fraction 12 - 18 mm and 5 - 12 mm, a mixture of natural sand with screening crushing gabbro diabase gravel fractions of 4-8 mm and up to 4 mm, limestone mineral powder, polymer-bituminous astringent and cationic additive of the amine type in the following ratio of components, wt.%:
Crushed stone of gabbro-diabase fraction 12 - 18 - 1.0 - 1.5
5 - 12 - 27 - 41
A mixture of natural sand with screening crushing gabbro-diabase gravel fraction 4 - 8 mm - 15 - 29.5
up to 4 mm - 26 - 29
Limestone mineral powder - 8 - 12
Polymer-bitumen binder - 4.5 - 5
Amine type cationic additive by weight of binder - 0.6 - 0.8
moreover, a layer of bitumen emulsion or ground is applied to each coating layer. 14. The method according to p. 13, characterized in that as the cationic additive use an adhesive additive Interlene JN / 400-R firm "Herchimica" in the form of a viscous liquid with a density at 15 ^o C 1.01 - 1.03 g / cm ³ , a flash point not lower than 180 ^o C, an Engler viscosity at 50 ^o C 9 - 10 ^o E in an amount of 0.6 - 0.8% by weight, and the additive is introduced into the finished binder, which is heated to 160 ^o C, the additive is served without heating through the dispenser from the tank, and then mixing is carried out with an anchor mixer and a circulation pump for 30 to 45 minutes until a homogeneous mixture is obtained. 15. The method according to item 13 or 14, characterized in that the composition of the polymer-bitumen binder mainly uses viscous oil road viscous grades BND according to GOST 22245-90, and / or bitumen grades BN, polymers: block copolymers of butadiene and styrene type SBS in in the form of powder or crumbs, and / or DST-30-01 of I group according to TU 38 103267-80, and / or DST-30R-01 of I group according to TU 38 40327-90 of the Voronezh Synthetic Rubber Plant, and / or their foreign analogues: Finapren 502 or Finapren 411 from Petrofina, and / or Kraton D 1101, and / or Kraton D 1184, and / or Kraton D 1186 from Shell, and / or Europren Sol T 161 firms we are Enikem, and / or Kalpren 411 from Repsol, plasticizers: industrial oils of brands I-20A, and / or I-30A, and / or I-40A, and / or I-50A according to GOST 20799-88, raw materials for the production of viscous petroleum road bitumen according to TU 38 101582-88 or a mixture of oil and raw materials, moreover, in the composition of the asphalt concrete mixture, a polymer-bitumen binder is used with physico-mechanical properties, respectively, for binder grades 300, 200, 130, 90, 60, 40:
needle penetration depth 0.1 mm:
at t = 25 ^o C - not less than 300, 200, 130, 90, 60, 40, respectively;
at t = 0 ^o C - not less than 90, 70, 50, 40, 32, 25, respectively;
softening temperature on the ring and the ball, ^o C:
not lower than 45, 47, 49, 51, 54, 56, respectively;
elongation, cm:
at t = 25 ^o C - not less than 30, 30, 30, 30, 25, 15, respectively;
at t = 0 ^o C - not less than 25, 25, 20, 15, 11, 8, respectively;
fragility temperature, ^o C:
not higher than -40, -35, -30, -25, -20, -15, respectively;
elasticity,%:
at t = 25 ^o C - not less than 85, 85, 85, 85, 80, 80, respectively;
at t = 0 ^o C - not less than 75, 75, 75, 75, 70, 70, respectively;
softening temperature change after heating, ^o C:
no more than 7, 7, 6, 6, 5, 5, respectively;
flash point, ^o C:
not lower than 220, 220, 220, 220, 230, 230, respectively. 16. The method according to any one of paragraphs.13 to 15, characterized in that crushed stone of fine fractions is used in the asphalt-concrete mixture, which is obtained by crushing gabbro-diabase crushed stone of a fraction of 20 - 70 mm of the Prionega quarry mainly at the Betas crushing and screening plant, with indicators physical and mechanical properties:
for gabbrodiabase gravel of fraction 5 - 10 mm - grades for crushing M-1400, grades for wear I-1, grades for frost resistance> F-100, true density 2.95 g / cm ³ ;
fractions of 10-15 mm - grades for crushing M-1400, grades for wear I-1, grades for frost resistance> F-100, true density 3.01 g / cm ³ with the content of grains of mineral material in crushed stone of fraction 10 - 15 mm and true density 2.99 g / cm ³ - diameter <15 mm - 95%, diameter <10 mm - 2%, diameter <5 mm - 0%, in gravel fractions 5 - 10 mm under the same conditions - diameter <10 mm - 99%, with a diameter of <5 mm - 2.5%, with a diameter of <2.5 mm - 1%, and also in the asphalt-concrete mixture crushing screening is used, which is obtained by screening mainly at the Svedala plant during the production of chips I with a content of grains of mineral material true density of 2.99 g / cm ³ - diameter <10 mm - 99.7%, with a diameter <5 mm - 94.9%, with a diameter <1.25 mm - 55% diameter <0, 63 mm - 29.1%, with a diameter of <0.315 mm - 27%, with a diameter of <0.14 mm - 18.7%, with a diameter of <0.071 mm - 12.7%, and also in the asphalt mix use natural sand from Sychevsky mining and processing plant plant with a true density of 2.64 g / cm ³ and the content of grains of mineral material with a diameter of <5 mm - 98.8%, a diameter of <2.5 mm - 87.9%, a diameter of <1.25 mm - 78.5%, diameter <0.63 mm - 59.6%, diameter <0.315 mm - 33.7%, diameter <0.14 mm - 12.5%, diameter < 0.071 mm - 4.5%, as well as non-activated limestone powder used in the asphalt mix produced by the Domodedovo plant of building materials and structures, with a true density of 2.74 g / cm ³ , the content of grains of mineral material with a diameter smaller than 1.25 mm - 100 %, with a diameter smaller than 0.315 mm - 98.5%, with a diameter smaller than 0.071 mm - 79.5%, porosity 34.2%, swelling of samples from a mixture of powder with bitumen - 0.6%, bitumen rate of 47.0 g and humidity in % by weight - 0.1. 17. The method according to p. 13, characterized in that the compaction of the subgrade is made by light, medium and heavy vibratory rollers: trailed, towed by a tractor on a caterpillar or pneumatic wheel, and self-propelled, moreover, sandy soils are compacted both light and medium and heavy rollers, and clay soils, including lumpy and high humidity, mainly heavy rollers, mainly cam, with the following parameters of cam ledges: working surface area - 100 - 150 cm ² , height - 70 - 130 cm, and compaction of sandy and clay soils with a moisture content not exceeding permissible, as well as of the upper layers of the embankments, is carried out by vibrating rollers with a smooth drum, while simultaneously with the compaction, the surface of the compounded soil is leveled, and the compaction parameters, namely, the thickness of the compaction layer and soil density at the optimum performance of the rink, get in the range of operating speeds of its movement of 1.5 - 2.5 km / h with 4 to 8 passes on one track, while at positive air temperatures the sand Soils that are substantially uniform in particle size distribution are compacted with a moisture content of 6-10.5%, and at negative temperatures, sandy soils, including one-dimensional ones in particle size distribution, are compacted mainly with a moisture content of less than 8%, increasing the number of passes of the roller along one track compared to the required for positive temperatures in 1.5 - 2 times, in all cases, before compaction, the moisture content of the soil to be compacted is controlled and regulated and, if the humidity is insufficient, the soil is humidified to the required humidity a tee that provides optimal resource consumption of sealing equipment and the required degree of control
milling, moistening of the sandy soil is carried out immediately before vibration compaction with the gradual distribution of water over the entire surface of the layer prepared for rolling, and the specific consumption of water for moistening per 1 m ^{3 of} working grab soil is determined from the dependence:

where Q is the required specific consumption of water, g / m ³ ;

- maximum standard soil density, g / cm ³ ;
K _y - the required degree of compaction of the soil;
W _opt - optimum soil moisture, fraction of a unit;
W _e - natural soil moisture before compaction, fractions of a unit;
α - coefficient taking into account losses and amounting to 1.05 - 1.15,
and the thickness of the compacted soil layer is determined based on the mass of the trailed smooth-roller compactor, or the masses of the vibrating module of the self-propelled smooth-compactor compactor and the required degree of compaction and the number of passes
for dusty sand:
K _y = 0.95 and the number of passes 4 - 8 with the mass of the vibratory roller:
3 - 4 - 0.3 - 0.4 m
6 - 8 - 0.5 - 0.8 m
> 12 t - 1.0 - 1.2 m
when K _y = 0.98 - 1.0 and the number of passes 6 - 10 with the mass of the vibratory roller:
3 - 4 t - 0.2 - 0.3 m
6 - 8 t - 0.4 - 0.7 m
> 12 t - 0.6 - 0.7 m
for fine fine sand with natural moisture content W _e = 3 - 6%:
when K _y = 0.95 and the number of passes 3 - 4 with the mass of the vibratory roller:
3 - 4 t - 0.3 - 0.35 m
6 - 8 t - 0.4 - 0.55 m
> 12 t - 0.65 - 0.7 m
when K _y = 0.98 - 1.0 and the number of passes 4 - 6 with the mass of the vibratory roller:
3 - 4 t - 0.2 - 0.25 m
6 - 8 t - 0.3 - 0.35 m
> 12 t - 0.4 - 0.45 m
for fine fine sand with natural moisture content W _e = 6 - 8%:
when K _y = 0.95 and the number of passes 4 - 6 with the mass of the vibratory roller:
3 - 4 t - 0.4 - 0.45 m
6 - 8 t - 0.6 - 0.75 m
> 12 t - 0.8 - 0.9 m
when K _y = 0.98 - 1.0 and the number of passes 6 - 8 with the mass of the vibratory roller:
3 - 4 t - 0.25 - 0.3 m
6 - 8 t - 0.4 - 0.6 m
> 12 t - 0.5 - 0.6 m
and for rollers with a cam roller, the indicated thickness of the compacted layer is increased by 5 - 10 cm, while when compacting low-moisture homogeneous fine and medium-sized sands with W _e <4%, the number of passes of the vibratory roller along one track is taken no more than four, while to prevent the formation of underconsolidated layers along the height of the subgrade, taking into account the effect of near-surface decompression in the upper part of the vibrating-compacted layer, the thickness of each layer that is next to be filled in height and to be compacted decreases they are equal to the value equal to the thickness of the decompressed zone of the previous layer, which amounts to 0.1 - 0.15 m during the operation of vibratory rollers with a mass of 6 - 8 tons, and 0.2 - 0.25 m when operating vibratory rollers with a mass of 12 - 15 tons in the upper closing layer of the subgrade, the decompression of the surface zone is prevented by additional moistening or by reducing the mass of the vibratory roller used at least at the final stage of compaction of this layer, or by implanting the technological layer of crushed stone or gravel and compaction of this layer by pneumatic-roller rollers weighing 12-15 or use a combined compaction with mandatory wetting of the surface, at the same time start compaction with a smooth-roll vibratory roller, and then continue compaction with a cam roller with the vibrator turned off and the speed of the cam roller 2.5 - 3 km / h, and when compacting clay soils, taking into account their plasticity and water content, the number of passes of the rink is increased by 1.5 - 2 times in comparison with the same parameters of vibration compaction of sand, and the thickness of the compacted layer is reduced and taken based on the mass of the vibratory roll ka, the required degree of compaction and the number of passes
for light sandy loam, light silty clay loam
with humidity (0.8 - 0.9) W _opt , K _у = 0.95 and the number of passes 6 - 8 with the mass of the vibratory roller:
6 - 8 t - 0.45 - 0.6 m
> 12 t - 0.4 - 0.5 m
with humidity (0.95 - 1.15) W _opt , K _у = 0.98 - 1.0 and the number of passes 8 - 10 with the mass of the vibratory roller:
6 - 8 t - 0.3 - 0.4 m
> 12 t - 0.4 - 0.5 m,
and for heavy, heavy dusty clay loam, clay with humidity (0.85 - 0.9) W _opt , K _у = 0.95 and the number of passes 8 - 10 with the mass of the vibratory roller:
6 - 8 t - 0.2 - 0.25 m
> 12 t - 0.3 - 0.35 m
with humidity (0.95 - 1.05) W _opt , K _у = 0.98 - 1.0 and the number of passes 10 - 12 with the mass of the vibratory roller:
6 - 8 t - 0.3 - 0.4 m
> 12 t - 0.45 - 0.55 m
moreover, at the initial degree of compaction of the soil K _at ≤ 0.9, compaction is started without vibration with at least two passes along one track, then 2–4 passes are performed at an increased vibration frequency of 30–40 Hz, and in subsequent passes the vibration frequency is reduced to 25– 33 Hz, and the speed of the roller is 1.5 - 2.5 km / h, and when working in winter conditions or at least at low temperatures, the soil is compacted in the same way, but at the same time the compaction is completed before the freezing of the soil, while the thickness of the compacted layer and grab length They take into account the performance of the roller, and the time during which it is necessary to complete the compaction of the soil, and the length of the working gripper are taken as follows depending on the outdoor temperature:
at -5 ^o C and the time before freezing of the soil after excavation from the quarry 85 - 90 min - respectively 60 - 65 min and 100 - 120 m;
at -10 ^o C and the time before freezing of the soil after excavation from the quarry 55 - 60 minutes - respectively 40 - 45 minutes and 60 - 80 m;
at -20 ^o C and the time before freezing of the soil after excavation from the quarry 35 - 40 minutes - respectively 25 - 30 minutes and 40 - 50 m;
at -25 ^o C and the time before freezing of the soil after excavation from the quarry 15 - 20 minutes - respectively 12 - 15 minutes and 20 - 25 m. 18. The method according to p. 13, characterized in that the base of the pavement on the reconstructed parts of the highway is multilayered from "lean" concrete, for which two layers of cement concrete mixture M- (75-125) are laid successively mainly on limestone crushed stone of grade M- ( 400-700), moreover, the lower layer is made thinner than the upper one, with a thickness difference of at least 10% of the total thickness of the cement concrete base, on top of the lower layer a technological and waterproofing layer is made of bitumen emulsion or ground, during laying Each of the layers prepares, distributes and compacts the cement-concrete mixture, the distribution being carried out with automatic leveling systems with a profiler, distributor, paver, or universal auto-pavers of the DS-199 type and / or "Titan" manufactured by ABG-Ingersol Rand and / or company "Blau Knox", or using medium and heavy motor graders, and the cement-concrete mixture is densified mainly by the roller link, consisting of a smooth-rolled vibration roller weighing 6 - 7 tons, operating with a vibration frequency of 30 - 50 Hz, and a smooth-rolled or combined vibration roller weighing 12 - 16 tons, operating with a vibration frequency of 30 - 45 Hz, or from a pneumatic tire roller weighing 20 - 24 tons and one smooth-rolling vibration roller weighing 9 - 10 t, operating with a vibration frequency of 30 - 45 Hz, the cement-concrete mixture is laid over the entire width of the base or concreted in separate strips with the completion of the entire width of the base within one working day, with longer breaks in time, laying of inter-lanes is resumed after at least 70% of the design strength is set by concrete in laid lanes, the movement of technological transport, including for laying the upper layer of the base, is carried out either on the day of laying the lower layer with a speed limit of 10 km / h or after concrete in laid strips not less than 70% of the design strength, before concreting, the longitudinal and transverse joints are cleaned, the crushed stone base and joints are wetted with water,
the first two machines delivering the cement concrete mixture are unloaded on the right and left in front of the auger of the distributing machine, the remaining machines are staggered from the axis of each concrete strip, providing an initial allowance for compaction of the mixture in the amount of 20 - 30% of the design thickness of the corresponding base layer, with the sides of the free edge are increased by 25 cm relative to the estimated width of the concrete strip, and the distribution speed of the mixture is taken no more than 5 m / min, while the length of the gripper is 20 - 30 m, and the seal is cm B depending on the ambient temperature does not produce more than 3 hours; to maintain the specified thickness of the layer, performed by a profiler or paver with automatic transverse slope systems, a carbon string is pulled parallel to the axis of the concrete strip, and if there are no automatic systems and the paver or spreader works, two carbon strings are used, the compaction of the mixture in the base starts from the curb, the initial 2 - 4 passes are performed in a static mode without vibration with a roller weighing 6 - 7 tons, with each subsequent pass of the roller, the track of the previous one is covered no less than m is 10% of the width of the drive roller, the subsequent compaction is performed in 4-6 passes with vibration, of which the first two or three passes are performed with a vibration frequency of up to 30 Hz and a maximum amplitude, then the frequency is increased to 50 Hz, and the amplitude is reduced to a minimum or use heavier rollers weighing 9 - 10 tons for compaction and make three or four passes without vibration and 8 - 10 with vibration from 30 - 35 Hz at the beginning of the period to 45 - 50 Hz in the second half of the period, complete the compaction roller with a mass of 12 - 16 tons in 6 - 8 passes on one track with vibration, from the first 3–4 passes are produced at a vibration frequency of 30–35 Hz, and the subsequent passages are carried out at 40–50 Hz, or the final seal is made in 8–10 passes by a pneumatic tire roller weighing 20–24 t, and the speed of the rollers during compaction depends on the mass of the rollers and the type of seal are taken for:
rollers weighing 6 - 7 tons without vibration - 2 - 4 km / h;
rollers weighing 6 - 7 tons with vibration - 1.5 - 2 km / h;
rollers weighing 12 - 16 tons with vibration - 2 - 3 km / h;
pneumatic tire rollers - 5 - 8 km / h;
rollers weighing 9 - 10 tons without vibration - 2 - 3 km / h;
rollers weighing 9 - 10 tons with vibration - 1.5 - 2 km / h;
when exceeding the calculated length of the grab, determined by the technological parameters of the distributing and sealing machines, namely the reduced speed and the number of passes of the latter, one or more additional roller links are used; the process of vibration compaction of the freshly laid cement concrete mixture is carried out continuously in the direction parallel to the axis of the road, vibration on and off, as well as transition from strip to strip, are carried out outside the compacted layer, and if necessary, an emergency stop on the rolled layer, the vibration is turned off in 1.5 - 2 , 0 m to the car stop; the joints and junctions are additionally compacted with a vibrating plate, before the break in concreting, or before bridges and overpasses, respectively, work or expansion joints are arranged, for which they clear the joint from excessive concrete mix, install and fix the stop bar or metal formwork on the base to the height of the seal layer, taking into account the seal allowance, is filled with sinus concrete mixture in front of the timber or formwork with seal allowance and the concrete mixture is compacted in the weld zone vibroplate, and care for freshly laid concrete when concreting the lower layer is carried out if the top layer of the foundation is arranged with a time gap of more than 4 hours, respectively, care for freshly laid concrete when concreted with the upper layer is performed if the asphalt concrete cover is arranged with an interval of more than 4 hours after concrete is laid At the same time, film-forming material is used to protect fresh concrete: a bitumen emulsion, or constantly moistened sand, or a plastic film, or bituminized paper, to torye applied or placed immediately after concreting surface finishing layer, wherein a curing stopped when laying the overlying layer or after the set concrete design strength, while in the process of performing work on the device base monitor geometric and strength parameters of each layer. 19. The method according to item 13, characterized in that when performing the lower layer of asphalt concrete coating 2 to 3 hours before laying the asphalt concrete, the underlying layer is cleaned and washed from dust and dirt, then a bitumen emulsion is applied to it with a flow rate of 0.3 - 0, 4 l / m ² , simultaneously treated with an emulsion or liquefied bitumen, a previously evenly cut side edge of the old pavement in the area adjacent to the new pavement, laying of the lower layer of asphalt concrete pavement is carried out immediately over the entire width of the carriageway with at least two pavers, a slave using at least one tracing string for each paver, and copier strings are installed on at least two sides — along the longitudinal edge of the old coating and on the side of the curb — in the process of laying asphalt concrete from the porous mixture, the specified surface level of the laid layer is ensured with on one side of the first paver along the way, laying a strip 6 m wide from the carbon string that comes into contact with it, and on the other hand, the given level is maintained yes with a cross slope, on the one side of the second paver along the way, laying a strip of width of 8.25 m, the specified level is ensured by the carbon string that comes into contact with it, and on the other hand, from the small carbon ski, which is moved along the layer laid in front by the asphalt paver and, during the process of laying asphalt concrete from a dense mixture, the specified surface level of the laid layer is provided on the one side of the first paver along the way laying a strip of width of 8.25 m from the carbon string, and on the other from the length ski, moved along the previously laid underlying layer of asphalt concrete pavement, on the one side of the second downstream paver laying a strip of 6 m wide, the specified level is provided from the carbon string, and on the other hand from the small carbon ski moving along the layer laid in front asphalt paver, while before starting the installation of asphalt pavers, the pavers are set to the initial position, and also the working body of each paver is set to the specified thickness of the laid layer I, equal to the design, increased by the size of the allowance for the seal, install a screed with an angle of attack of 2 - 3 ^o , set up an automatic system for ensuring evenness and a transverse slope, set the operating modes of the tamper and smoothing plate, set the course of the tamper, mainly 4 mm, during the laying process, the distance between working pavers is taken equal to 10 - 15 m, but not more than 30 m, and the speed of laying asphalt concrete is within 2 - 3 m / min, the allowance for compaction of the asphalt concrete mix is they are removed during the test compaction and taken equal to 15 - 20% of the design layer thickness, at the beginning of the shift or when laying after a break, the transverse joint is heated by installing an asphalt paver over the edge of the previously laid asphalt and fill the auger chamber with mixture, and the top of the coating in the area of the transverse joint is preliminarily they are heated with a linear heater with infrared irradiators, before resuming the laying of asphalt concrete, the level of installation of the working body of the paver is maintained or set to the same as to the pause break, and at least 2 m from the transverse abutment, carry out the machine in manual mode, the asphalt concrete mixture is compacted at 140 - 90 ^o C and begin with the transverse mating seal,
then the mixture is compacted with 8–10 t smooth-rolling rollers without vibration, while the pneumatic tires of combined and pneumatic wheels are heated on the first 30–50 m, after which the asphalt concrete mixture is compacted directly behind the paver with the indicated rollers, moving the combined rollers with wheels forward, and the final compaction is carried out smooth-roller rollers, while pneumatic and combined rollers carry out at least 6 to 8 passes along one track, the first 3 to 4 of which are carried out by rollers combined action without vibration, and the subsequent ones with vibration of 30 - 50 Hz and maximum amplitude, asphalt concrete is rolled with pneumatic wheels at a working speed of 4 - 6 km / h, and combined rollers - at a speed of up to 5 km / h without vibration and up to 2 km / h with vibration, when compacting asphalt with smooth-rolled rollers, they also make at least 6 - 8 vibration passes on one track, and on the first 3 - 4 passes, set the vibration mode to 30 - 50 Hz, the maximum amplitude, and the speed of movement is taken to a minimum of 2 km / h, and in the second half of the rolling cycle, smooth-roller rollers are given a vibration frequency of 40 - 45 Hz with a minimum amplitude with an increase in speed up to 4 km / h, the coating is consolidated with a heavy roller of the VSH-105 type or a similar model, the longitudinal joint is sealed with the same roller canvases of the reconstructed highway, moreover, the compaction is carried out sequentially by strips from the edges to the middle with overlapping layers of 20-30 cm, the movement of the rollers on the compaction is carried out continuously and uniformly without changing the direction of movement attack on an unconsolidated and non-cooled layer, the roller is moving from one strip to another and vibration is switched on outside the sealing strip, and each subsequent track of the roller in the compaction direction is shifted relative to
the longitudinal axis of the blade is predominantly equal to or comparable to the diameter of the roller or pneumatic wheels, while during the work the temperature of the asphalt concrete mixture in each vehicle that delivered it to the place of installation is controlled, and the thickness of the layer is controlled at least every 100 m of the laid layer, transverse and longitudinal slopes of the web and compaction modes: temperature of the mixture, speed of the rollers, frequency and amplitude of vibration, and the final parameters of the laid and compacted coating layer are checked and samples which are taken as a core or cuttings from said coating layer in 1 - 3 days after the device. 20. The method according to p. 13, characterized in that the top layer of the asphalt concrete pavement of the reconstructed highway is made of hot mix type A asphalt concrete mix of grade I on a polymer-bitumen binder with a thickness of mainly 6 cm over the entire width of the carriageway in one direction, combining the sections newly constructed during reconstruction the broadening and the existing roadway carriageway, while before laying the asphalt mix, preparatory work is carried out, including profiling the bottom layer of the asphalt concrete pavement both on the existing and on the newly erected strip under the markers with a milling cutter with an automatic leveling system, leveling a layer of hot mix type B asphalt with selecting the maximum size of aggregate grains depending on the thickness of the leveling layer, patching, installation on the lower or leveling a layer of asphalt concrete coating of crack-breaking nets, cleaning, washing from dust and dirt and drying the lower layer of asphalt concrete coating before priming, not priming according to more than 2 - 3 hours before laying the top coating layer, which is produced by applying a bitumen emulsion with a flow rate of 0.3 - 0.4 l / m ² and obtaining a transparent brown layer, which is maintained until the water evaporates from the emulsion and its color changes with brown to black, the transverse mates are perpendicular to the axis of the highway, while the ends of the previously laid strip are cut vertically without chips and lubricated with bitumen emulsion, cutting the coating over the entire thickness of the upper layer on the line of the transverse joints with a diamond cutter and then with a cold milling cutter, excess material is removed in the prepared zone behind the junction line, and at the end of the removable grab, the layer of laid coating is cut along one line over the entire width of the laying, and the place where the barrier fence and side stone adjoin the layer of asphalt concrete coating is treated with bitumen or bitumen emulsion, the laying of the top layer of asphalt concrete pavement is carried out simultaneously by three pavers at once over the entire width of the carriageway, and the adjoining strip to the concrete an asphalt paver equipped with a sliding working body is laid on the barrier fence, while using the upper layer of the coating, an “echelon” strip laying scheme is used, in which the pavers have a ledge, the paver at the curb working first along the way, the carbon string for the automatic system to be installed on both sides arranged coating - on the shelf of the concrete barrier fence and from the side of the curb, and on the removable gripper, racks with marks and a tightness placed on the bottom are pre-installed they make a carbon string, and the distance between the racks is selected from the condition of eliminating the sagging of the carbon string, but not more than 8 m, the automatic system for ensuring the evenness of the paver close to the curb is operated on one side of the carbon string, and on the other side of the long ski that is moved on the underlying layer, the automation of the second paver as it is laid is carried out on one side of the shoe, which tracks the edge of the strip laid by the first paver, and on the other hand, from a long ski, and the bases The operation of the automatic paver system at the concrete fence on the side of the barrier is a copy
the string, and on the other hand, the “shoe”, moved along the strip laid by the second paver, and the transverse slope of the coating provide the automatic system on all three pavers, before starting the pavers, the pavers are set to their original position and prepared for work in the following sequence: set the smoothing the plate on the starting blocks, taking into account the thickness of the coating and the allowance for the seal, while the angle of attack of the screed is taken to be zero; establish a smoothing plate with an angle of attack of 2 to 3 ^o ; set up an automatic system for ensuring evenness and lateral slope; warm the screed for 10 to 40 minutes depending on weather conditions before laying to the temperature of the asphalt mixture to be laid; set the operating modes of the tamper, mainly the 4 mm stroke, of the screed with the observance of the distance between simultaneously working pavers of 10–15 m, but not more than 30 m, when unloading the mixture, the truck is stopped 30–60 cm from the paver without being installed on the hand brake with the possibility when the truck is pushed forward, the paver is moved at a working speed no lower than the speed of the trucks when the trucks are unloaded, the paving speed is taken within 2 - 4 m / min, and the asphalt the concrete mixture is uniformly delivered to all pavers to ensure their continuous movement at a constant speed, moreover, during operation of the paver, the same level of the mixture in the screw chamber is maintained, reaching the axis of the screw shaft, with short interruptions in the delivery of the mixture in the amount of at least 25% of the capacity the asphalt paver’s hopper is left in the hopper, and during long breaks, the entire mixture is produced, which is in the hopper, screw chamber and under the slab, at
In this case, the allowance for compaction of the asphalt mixture using a polymer-bitumen binder is taken mainly 15 - 20% and specified during the test compaction, and at the beginning of the shift and after a long break, the transverse joint is heated, setting the stacker so that the plate is completely above the edge of the previously laid layer, and filled a screw chamber with a mixture, and the top of the coating in the area of the transverse joint is heated by a linear heater with infrared burners, and when performing the transverse adjacency at the beginning of the shift, the level of The adjustments of the working body of the paver are set to the same as at the end of the previous shift in the same strip, while at least 2 m from the point of contact are manual without automatic equipment, and if necessary, the angle of attack of the screed is adjusted, and with a longitudinal slope, more

laying and compaction of asphalt concrete coating is carried out from the bottom up, with a longitudinal slope of less than

the asphalt concrete pavement is laid and compacted as a slope, and the asphalt concrete mixture is compacted immediately after paving, starting with the transverse mating seal, which is carried out by the rollers both in the longitudinal direction and along the seam, in the first case the roller is completely led out of the seam line on the compacted layer, and in the second, when compacting along the seam, the rollers of the roller are placed on the compacted coating by 20-30 cm and the asphalt mixture is compacted in the temperature range 150 - 80 ^o C, and the process Depths are carried out according to one of the following schemes: the first scheme: rollers of different types — pneumatic, combined action and vibration — are moved across different compaction bands or the second scheme: different types of rollers move a link in one strip into one track or two options are provided for both schemes arrangement of rollers in the process of rolling: when the pneumatic wheel roller or combined action roller is placed first in the direction of travel,
the pneumatic tires moving forward, or when the smooth-roller is the leader, and at the beginning of laying, regardless of the compaction scheme, packing starts with the passage of one or two smooth-roller rollers without vibration, and after the first two strips are compacted, 2 - 4 passes along one track - when switching to the third lane, on the first lane, the compaction begins with a pneumatic-roller and / or combined-action roller and during the compaction process the tires are heated to the temperature of the asphalt mixture in order to prevent it from sticking to pneumatic tires, then the pneumatic wheel compacts the coating immediately behind the paver, and the compaction according to the first scheme is as follows: the pneumatic compactor performs two passes back and forth along the first and second stripes of paving, after it moves to the third strip on the first strip, the combined-action roller is moved , after moving the pneumatic-wheeled roller to the fifth lane, and the combined-action roller to the third lane in the first lane, the smooth-roller rink is moved to vibra in the operating mode and after the pneumatic wheeled roller passes through the last sealing strip behind a certain paver, it is again transferred to the first strip and the sealing cycle is repeated, and the sealing according to the second scheme is carried out by three links of rollers, each of which is moved across the entire width of the sealing coating, after sealing of the coating by the first link rollers over the entire width, laid first along the paver, move it to the seal of the coating laid by the second paver, at the same time the second link the rollers begin to compact the coating behind the first paver, and after the first link moves to the area of the third paver, and the second link to the second paver zone, the third link of the rollers begins to seal the coating behind the first paver and repeat the entire compaction cycle, and for the roller on
pneumatic tires during the initial rolling take a speed of 3 - 4 km / h and the number of passes 2 - 4, and with the main rolling in the first stage - a speed of 4.0 - 6.5 km / h and the number of passes 5 - 6, and in the second stage - speed 6.5 - 11.5 km / h and the number of passes 2 - 3; for a vibratory roller, including combined, at the initial rolling, the speed is 3-4 km / h and the number of passes is 2-4, and for the main rolling at the first stage, the speed is 4.0-5.5 km / h and the number of passes 5 - 6 at a vibration frequency of 30 Hz, and in the second stage - a speed of 4.0 - 5.5 km / h and the number of passes 5 - 6 at a vibration frequency of 45 Hz, and for a roller with a smooth-rolling static action during initial rolling, take 3 - 4 km / h and the number of passes 1 - 2, and with the main rolling in the first stage - a speed of 4.0 - 6.5 km / h and the number of passes 5 - 6, and in the second stage - a speed of 6.5 - 8.0 km / h and the number of passes 3 - 4, while the vibration on the rollers when moving back include only in the second stage of the main stage of compaction, the length of the compaction capture - the length of the section , on which the seal must be completed before the mixture cools at least 80 ^o C, take at an ambient temperature of 10 ^o C - 50 - 60 m, and at a temperature of 20 ^o C - 90 - 100 m, but not more than 150 m, and for compaction of coating zones adjacent directly to the curb use smooth-rolled static rollers of the DU-48B type, with pneumowheels The preliminary compacting roller is positioned as close as possible to the paver, taking into account the temperature of the asphalt concrete mixture, and when compacting type A asphalt concrete, the pressure in the tires of the pneumatic wheeled roller is predominantly 0.8 MPa, and to prevent the tire from cooling, it is not allowed to move the cooled coating, except for cases of the start of rolling and refueling of the rink, and during the operation of different types of rollers at the same time one after the other to comply with the speed mode, vlyayut motion link only at a rate
vibration roller, and the distance between the individual rollers of the link during movement is assumed to be 2 - 3 m, ensuring the application of the same sealing force throughout the width of the rolled sheet when rolling, while during the operation of smooth-roller rollers in the vibration mode, the rolling includes vibration on both rollers of the roller, compaction the coatings begin in strips from the edges to the middle with overlapping tracks of 20-30 cm, and the first pass begins, departing from the edge of the coating by 10-15 cm, and the edges are compacted after the first pass of the roller throughout the width of the stacked strip, while the longitudinal coupling is compacted with rollers from the asphalt paver detachment going behind, and during compaction of the mixture the rollers are kept in continuous and uniform motion, and rollers are prevented from stopping on the unconsolidated and non-cooled layer or the roller is moving sharply, and the roller is moving from one strip to another is carried out only on a previously compacted coating, and vibration is switched on outside the sealing strip on a moving roller, while the roller moves Along the axis of the road and to prevent wave formation, each subsequent track of the roller is placed further than the previous one in the direction of rolling by the value of the diameter of the roller or pneumatic wheels, while the temperature of the asphalt concrete mixture in each vehicle that delivers it to the place of work is checked, the thickness of the laid layer is controlled through the laying process through 100 m, evenness and lateral slope at least 20 m later, and during the compaction process, the observance of the specified mode of compaction of the mixture is monitored, and correction of irregularities of the method the rolling house is produced on a hot surface at a temperature not lower than 80 ^o C, while the quality control of asphalt concrete is carried out by cores or cuttings from the top layer of the coating in three places at 7000 m 1 to 3 days after its installation.  21. The method according to p. 13, characterized in that the reinforcement of the slopes of the subgrade, bridge cones and the banks of small rivers in the areas of intersection with the highway is carried out by laying plastic geogrids, including geoframes, mainly in the form of a flexible modular cellular structure, which is open areas of slopes irradiated with solar radiation are filled with plant soil with grass sowing, and in shaded areas under bridge passages and overpasses - mainly with rubble and / or cement-concrete mixture, and / or use gabion structures in the form of thin-walled mattress and box-shaped thrust-box structures, which are made of mesh metal-galvanized elements with high aero- and hydro-transparency, which strengthen the slopes of the catchment and drainage ditches by laying them on the slopes and filling them with a stone outline, and / or rubble, and / or soil, including with the possible sowing of grasses, in addition, structurally reinforced slopes of the subgrade at least part of the length between the artificial structures, as well as cones and slopes in reconstructed and newly constructed transport interchanges are additionally strengthened and protected from erosion by landscaping by distributing on their surface a soil mixture with mineral organic additives and grass seeds introduced into this mixture or by laying and fixing organo-containing fiber mats with grass seeds and / or other seeds previously added to them plants.  22. The method according to p. 13, characterized in that along the artificial structures such as bridge passages and / or overpasses in the joints of the sections of the span structures and in the interface nodes of the spans of the artificial structures with embankments of the approaches, expansion joints are made with sealing joints, drainage grooves for water removal from the carriageway and the possibility of longitudinal movement up to 330 mm, and in the areas of interfaces with embankments of the approaches in the latter, transitional mainly reinforced concrete slabs are made, a cat They are located under the roadway of the highway, and for drainage of water that penetrates the waterproofing level of artificial structures, capillary drainage systems connected to surface drainage systems are carried out at expansion joints, as well as at the lower edges of the spans, for which they are performed under pavement and / or in its lower part, a layer including a fiberglass drainage grid located above the inlet mouth of the drainage pipe, and located on the grid is a sketch of gravel or expanded clay, or granular organic or organ-containing material, or bulk aero- and hydro-transparent synthetic material, in the areas of embankments of approaches, and / or in sections of bends of exits, and / or linear sections of the highway, cascading catchment trays are mounted, which are mounted with a common inclination that repeats the inclination of the slope, and at least in areas of a part of artificial structures, wastewater disposal systems are provided with treatment facilities, at least part of the subgrade sections in the areas of embankments of approaches and of military structures, as well as the initial and final sections of predominantly directed ramps, are carried out with anchor armored elements, while the complex armored structure is made in the form of compacted soil layers with a compaction factor of up to 0.98, between which layering layers of geotextile material, mainly roving fabric, in the form panels that are rolled with an overlap of 15 - 20 cm, while in order to create reverse filtration in at least some sections from the side of abutments for roving additional layers of dornite are laid in the fabric, in addition, at least in places of recesses on the line of the track and / or on excessively moistened areas of the embankment in the body of the subgrade, drainage layers of sand and / or sand and gravel mixture are made, and / or at least partially in the form of gravel or crushed stone dumping.  23. The method according to p. 13, characterized in that continuous and intermittent lines of road marking and road signs and direction signs and traffic organization are applied to the roadway, and road signs and indicators, traffic lights and telemetry equipment are installed on the curbs and over the roadway. , as well as mileage indicators, and traffic lights and road signs and signs are placed on separate racks or frame T-, or G-, or U-shaped supports with crossbars, mainly forming trusses.

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