RU2251604C2 - Construction method for bridge or overpass - Google Patents

Abstract

FIELD: road building, particularly road constriction in urban territories.

SUBSTANCE: method involves erecting piers; building at least one longitudinally solid span structure of reinforced concrete beams forming at least one branch in transversal cross-section. The beams are created in sections on jig of cast-in-place or composite reinforced concrete by means of concreting thereof in knock-down forms. The beams are reinforced with non-prestressed and prestressed reinforcement and beam sections are moved repeatedly in linear direction to design position with the use of launching nose. Prestressed reinforcement is arranged in bundles in closed channels. Each bundle is formed of wires and/or rods and/or bands of high-strength material, particularly of metal and/or metal-filled plastic or of high-strength carbonic or polymeric threads. Some channels are linear, another ones are curvilinear or polygonal and include convex and concave areas located mainly in vertical section. Convex and concave areas correspond or are proportional to bending moment profile. Working reinforcement arranged in linear channels is prestressed within each section before its displacement from jig. Reinforcement located in curvilinear or polygonal channels is pulled or drawn into channels after span structure or span structure branch movement in design position. Above reinforcement is prestressed after moving all sections forming span structure or part or branch thereof in design position. Ratio between cross-section areas and/or load-bearing capacity values of reinforcement prestressed in sections and reinforcement stressed after span structure or part or branch thereof movement in design position is (0.5 - 0.95):(0.5 - 0.05).

EFFECT: reduced material consumption, labor and power inputs, decreased erection time, increased erection safety and reliability of erected structure.

21 cl, 2 ex

Description

The invention relates to the field of road construction, and in particular to methods for the construction of bridges, overpasses, and can be used in the construction of bridges and overpasses of transport complexes of large cities in conditions of close urban development.

A known method of constructing a bridge, overpass, which includes the construction of supports and at least one continuous along the span of the generatrix of at least one cross-sectional branch of longitudinal concrete beams that are made on a slipway of monolithic or precast monolithic reinforced concrete in the formwork section by section with reinforcement of non-tensioned and prestressed reinforcement, followed by longitudinal slide of sections made using advanceback until each of them is placed in the design position (FELDMA N MB Some results of the construction of longitudinally thrust continuous continuous reinforced concrete spans. Transport construction No. 8, 1973).

However, the known method is quite time-consuming and material-intensive, since it does not take into account the different degree of loading of each element and the resulting stresses along its length.

The objective of the present invention is to reduce the material consumption, the complexity and energy consumption of the construction, as well as reducing the construction time while ensuring the safety of work and the reliability of the construction.

The problem is solved due to the fact that the method of constructing a bridge, overpass according to the invention includes the construction of supports and at least one continuous along the span of forming at least one branch in the cross section of reinforced concrete longitudinal beams that are made on a slipway of monolithic or precast-monolithic reinforced concrete by concreting in removable formwork section by section with reinforcement of non-tensile and prestressing reinforcement followed by longitudinal cyclic n the engine of the sections until each of them is placed in the design position, while the tensile reinforcement is placed in closed channels in the form of bundles, including those formed from wire strands and / or rods and / or tapes of high-strength material, including metal, or metal, or high-strength carbon-containing or polymer filaments, with some of the channels being straight and part of the channels being curved or polygonal with a configuration and arrangement mainly in the vertical section of the bulges and concavity corresponding to or proportional to the diagram of bending moments, in this case, when erecting the span structure of a bridge or overpass with a different span length, the slipway and formwork are performed under the technological section with a length that ensures overlapping of the maximum span, and for shorter spans, sections of the corresponding length are used using the existing longer formwork, in which an end wall is additionally installed in the form of an end shield with a front surface in the plane of the free end sections, while the technological sections of the impending span are performed with lengths corresponding to the distances between the centers of the zones of zero moments from the most disadvantageous combination of design loads or multiples of these distances.

The slipway can be made up of foundation, racks, beam cage and formwork supported by jacks with concrete walls, which are placed along the edges and axis of the concrete section of the span, and steel sheets are laid on the top of the walls, the joints are welded, and the upper surface of the sheets is cleaned and ground and coated with anti-friction lubricant, mainly silicone, plywood sheets are laid on top of steel sheets with a length shorter than the distance between the formwork and the additional support near it, and a width exceeding th width of steel sheets, using plywood with low compressibility and a hard and smooth surface that provides sliding friction in the range from 2 to 10%, while the joints between the plywood sheets and the attachment points to the lifting formwork are sealed, and the back-up is installed before concreting the first section, or at least prior to the start of its advancement, the first section being formed end-to-end to the back-end with the union with it, which is carried out by monolithic.

Before concreting, the sections can place the channel formers in the design position on reinforcing pads that are located at a distance from each other along the channel former, then install the anchor in the design position, produce bundles of high-strength strands in the installed channel formers with fixing the strands in the anchor devices, connect the channel formers with anchor devices with sealing of all joints, at the upper and lower points of the inflection of the reinforcement by tr additional drainage tubes are installed in the ansite channel formers, and the transit channel formers are filled with plastic pipes to give the channel former more rigidity and insurance against accidental damage when concreting the span section, high-strength strands are trimmed mainly by mechanical means, and after the concrete section of the span section is set to design strength, high-tension beams are tensioned while the injection of the tensioned reinforcement is carried out before or immediately after sliding the span section.

Canal formers can be corrugated mainly from sheet metal with a thickness of 0.3 - 0.4 mm without mechanical damage, and the tension of the reinforcement at the joints of the sections is carried out on connecting elements - coulters, the body of each of which is supported on an anchor plate, while forming a continuation of the beam of high-strength strands produced by screwing onto the channel former from the side of the coupler a 1.5 m long coupling, processing the ends of the strands for convenient refueling in the coupler, applying a mark to the strand 100 mm from its beginning, and the strands into the channel former are predominantly pusher, after which the strand is threaded into the coupler and pushed into it 100 mm to the mark, then a control strand is pulled out of the coupler, and after joining all the strands onto the coupler, a plastic cone is inserted onto which the channel former is wound, and all joints seal.

The tensile strands of high-strength strands can be tensioned by straightening them, filling them into a separator, which is then pushed into the anchor plate until they stop, after which the anchor ferrule or cupler is installed on the anchor plate, a collet is put on the upper strand, it is pushed with the pipe cut inward to the ferrule or cupler and wedged in the holes of the holder, then set the collet on the strands in random order similar to the first, lifting device or hoisting crane serves a jack to the end of the bundle, in which the strands are distinguished along the length, with the longest strands being placed in the center of the cage, then a comb is threaded onto the bundle for the convenience of refueling the jack, which is put on the bundle and pushed all the way into the anchor plate, after which the bundle is tensioned by 20-30% of the design force with the value assigned tension for each section individually in accordance with the perceived load, while on an arbitrarily selected strand of each beam, a mark is applied to measure the elastic elongation of the strands, and then the beam is intercepted by a jack and tension is produced pressure up to 100% of the load, and the efforts are controlled mainly by the manometer, and the elongation, for example, with a metal ruler and can withstand the pressure in the jack at the design level for at least 2 minutes.

Prior to concreting work on a slipway, sections of the span structure can produce distance spacers - crackers to provide the required thickness of the protective layer and the design location of the reinforcing cage in all sections of the span section, using crackers that are not less than the strength of the concrete section and make them mainly from fine-grained concrete using crushed stone of a fraction of 5-10 mm and a configuration corresponding to the design of the reinforcing cage and the thickness of the protective c loya, and the outer supporting surface of the cracking gaskets in contact with the formwork is curved with a radius of 30-50 mm, the formwork elements of the span section are mounted on the slipway with the alignment of its design position, cleaning and blowing with compressed air, after which the joints of the forming surface are sealed formwork panels, and then apply a grease, mainly solid oil, on a forming surface of the outer formwork with a thin layer with the exception of getting it on the rods of the reinforcing cage, The feeding surfaces of the internal formwork before installation on the slipway are protected mainly with synthetic film with the film panels secured along the contour with the possibility of releasing before removing the formwork panels after setting the laid concrete, and in various sections of the span section to the reinforcing cages, plugs are strengthened to form wells in the concreted section for subsequent measuring concrete temperature during hardening, and the corks are mainly made of wood with chiseled conical and before installation in the formwork, they are greased with grease and wrapped in 2-3 layers with synthetic film, and after mounting the reinforcing cages in the formwork, support angles are installed along the entire length of the section with the formation of support frames.

When performing a section of plate-ribbed or box-shaped concreting, sections of the superstructure on the slipway can be performed in two stages, on the first of which two ribs or ribs and the lower bottom of the box beam are concreted simultaneously by feeding and distributing the concrete mixture with strips 5-6 m long in the middle zones the bottom of the ribs through the gap between the side shields of the inner formwork, and the concrete mixture is compacted after the concrete mixture has been supplied and distributed in the first lower layers of the structures, which are also made with strips of another 5-6 m with vibration compaction, moreover, when the concrete mixture is distributed in the bands of the lower layer with a distance of 1.5-2.0 m, it is compacted mainly by manual vibrators, and after working through the laid concrete mixture in the first layer of both rib walls, vibration compaction is performed middle zone, while continuing to compact concrete in the walls, ensuring reliable filling with compacted concrete of the zones under the load-bearing elements of the shuttering panels, then concrete pipelines are transferred and the concrete mixture is distributed in the second layer 3-4 m long axle along the entire wall thickness with vibration compaction 1.5–2.0 m behind the concrete feed point and excluding freshly pressed concrete in the first layer from under the edges of the loading elements of the inner formwork panels, and then similarly distribute and compact the concrete mixture in the third upper layer with a strip of 1-2 m in length to the level of the reference corners of precast concrete slabs of the ceiling formwork, while laying, distributing and compacting the concrete mixture in each strip is not steeper in the direction of each strip 30 ° to the horizon, and after laying and compacting the concrete mixture in the third upper layer, the laying and distribution of concrete mixture is resumed in strips from the lower first layer with vibration-sealing of the adjoining zone to the previously laid concrete, and subsequent concreting is carried out similarly to horizontal strips, while the horizontal strips are each layer is selected based on the rate of supply of concrete mixture for laying, and the break time before laying the next layer is assigned not exceeding the period of loss of mobility of previously laid concrete -th mixture in the previous layer, the distribution of concrete mixture in the stacked layer is carried out by the concrete guide of the concrete pump, which is moved mainly by the distribution boom, and manually within the range of 1.0-1.5 m; concrete mixture in each layer is vibrated until the concrete mixture settles, and after 6-8 hours after laying and compaction of concrete in the walls of the ribs on the inner formwork panels, the inner formwork panels are removed and removed, after which precast reinforced concrete ceiling formwork plates are placed in the reference corners , then the final assembly of the reinforcing cage of the slab and consoles of the span section, including the adjoining zone to the prefabricated cornice blocks with simultaneous wetting of the concrete surface knock of ribs by systematic spraying of water to prevent drying out of concrete, after which the second stage of concreting begins, on which the upper slab of the section is made by feeding, distributing and compacting the concrete mix, which are carried out by two successive horizontal layers - strips no more than 30 cm high above the ribs and voutovye zones and strips in one layer - on the rest of the slab area of the span section, and after supplying, distributing and compacting the concrete mixture in the first lower layer with a strip above the ribs with of sections of 5-6 m, the supply, distribution and compaction of the concrete mixture is carried out over the entire span, including cantilevers, with a strip along the section axis of 3-4 m, and after the concrete mixture has been compacted on the next strip of the upper layer, the surface of the slab mainly using vibrating rails immediately over the entire width of the span section, and after the passage of the vibrating rails, the surface of the concrete slab is finished and finished to design parameters, moreover, during the laying out of the canvas ut dornita lifted film webs and are removed from the wells wooden plugs.

When performing the span section, the slab concreting section can be performed in one step, for which the formwork of the section is mounted on the slipway, the reinforcing cage, channel formers for prestressed reinforcing beams, embedded parts, drainage system elements are installed with the alignment of crackers on the stock, fastenings of lighting masts, racks of a bridge fence and a way of driving of a modular vibrorail and a movable bridge, fix formwork panels for reinforcing cage the ledges of the sidewalk and enclosing parts of the section plate, and on the channel formers for prestressed reinforcing beams reinforce the injection tubes mainly from plastic corrugated hoses and make their sealing, and the parts of the hoses that extend beyond the top of the reinforcing cage are unbent and fixed to the reinforcing cage to ensure free passage of the modular vibro the formation of the surface layer of concrete of the slab section, and on all the outer surfaces of the longitudinal and end panels of the formwork for protection In order to prevent unfavorable fluctuations in external temperatures and solar radiation, heat-protective mats are attached from at least one layer, mainly dornite, and before laying concrete mix, instrumental check the position of all installed elements and their serviceability, and supply, distribution and compaction of concrete mix predominantly by four horizontal successive layers with a thickness of not more than 40 cm stripes over the entire width of the cross section of the span section, with the feed and distribution The concrete mixture in each horizontal layer is predominantly driven by two simultaneously operating concrete pumps, while in the process of distributing the concrete mixture, concrete pipelines are moved by concrete pump arrows, and within 1.0-1.5 m concrete pipelines are moved, for example, manually, and laying of each horizontal layer in the strip is led with its lag behind the previous layer by at least 2.0 m, the first strip of the lower layer of concrete mix is laid along the axis along the span of at least 8.0 m, the first strip of the second horizon the layer of layers is laid along the length along the axis of the superstructure with a gap of at least 2.0 m behind the strip of the first layer, and then the first strip of the third and fourth - upper layers, respectively 4.0 and 2.0 m in length, over the entire width of the cross section, is successively laid at each level of the location of the stacked layer, and when laying the fourth - top layer, the concrete mixture is distributed outside the shuttering boards to form sidewalk and wall ledges of the slab section of the superstructure, and after laying the first strip h fourthly, the top layer of concrete bridges is transferred to the end of the strip of the first layer, and the further supply and distribution of concrete mixture during concreting of the span section is carried out by successively building up each horizontal layer to be laid in stripes with a length of at least 2.0 m along the section longitudinal axis, moving in parallel the end shield, while the length of the successively stacked horizontal stackable strips in the layer is prescribed subject to the condition that there is no excess of the break time before laying the next layer of concrete mixture in each specific place relative to the terms of loss of mobility of the previously laid mixture in the previous layer to 1.0-1.5 cm of precipitation of the standard cone, while the compaction of the stacked concrete mixture layer begins after its uniform distribution over the entire surface of the layer and the absence of protrusions and depressions relative to the general surface level, respectively, height and depth, greater than 10 cm, and compaction is performed by vibrating the concrete mixture in each strip of the stacked layer with the entry into the underlying a blank and adjacent strip, in order to avoid delamination of the concrete mixture at the end of each strip of the laid layer and along the edges of the longitudinal stripes and the outflow of cement mortar, the vibrator tip is immersed in the concrete mixture no closer than 50-70 cm from the edge of the strip, and the study of the zones of strip joints they are produced after laying the next strip, and when distributing the concrete mixture in the layer 1.0-1.5 m behind, it is compacted mainly with manual vibrators, and after the vibration compaction of the concrete mixture is completed in the fourth and upper layers the span slab sections of the span are forming and finishing the surface of the slab along its entire width in cross section to the ledges of the paving and enclosing parts, while the concrete mix in the paving and enclosing ledges is produced mainly simultaneously with the concrete mix in the strip of the fourth - top layer of the slab, and then the panels of the moisture-proof coating are laid mainly from a synthetic film, on top of which heat-resistant mats, mainly from dornite, are laid in one layer per ma section sections in three layers - on cantilever sections in the middle part and on the sides of the section, and on the heat-shielding mats they lay the second layer of panels of moisture-proof coating to increase the heat-shielding properties of the mats and protect them from rainfall with reliable pairing of panels in mutual overlapping areas and places adjoining to the formwork elements, as well as to the moisture and heat protection coating of the adjacent section, including the adjoining zone of the previously shifted section, moreover, in the process of laying out the panels of the moisture protection coating and heat protection m Comrade recovered from wells previously installed plugs.

After concreting, sections of the superstructure can exothermally cure concrete, concrete mix is laid with an initial temperature of 10-30 ° C, and tension of the reinforcement is made after concrete has set 65-85% strength of at least 350 kgf / cm ² , and to avoid the occurrence of temperature and shrink stresses and, as a result, cracks, the moisture-protective coating is removed from the surface of the slab no earlier than two weeks after concrete is laid, provided that the temperature of the surface layers of concrete does not exceed and lower air temperature by more than 5 ° С, while the shuttering boards are diverted and the lower board - the base of the slipway is lowered to the maximum possible minimum distance to perform technological operations on tensioning the reinforcement and sliding the section from the slipway, and all the formed gaps between the formwork and concrete elements the section is covered with a synthetic film or rubberized fabric, and film-forming material is applied to the sections of the concrete surface that are opened during sliding.

As the film-forming material, the VPS - D water-dispersed film-forming composition according to TU 21-33-119-92 or perchlorovinyl enamel of the type ХВ - 124 or ХВ - 16 can be used, the composition or enamel being applied using a spray gun or a roller in one or two layers, based on consumption of film-forming material: VPS - D - from 300 to 400 g / m ² ; XB - 124 or other enamel - from 120 to 150 g / m ² of concrete surface, and the time interval from exposure of the concrete surface of the section during shearing to applying film-forming material to concrete is taken within 15-45 minutes.

The superstructure can be slid by four jacks, which are installed in front of the abutment with the possibility of connecting by means of four reinforcing bars with steel beams mounted in the superstructure, and for the first superstructure section to slide, two of the four rods are attached to the outback, after the 6 m slide, the first two the beams are installed in the span, and the auxiliary console on the outback is dismantled, while in the process of sliding control and registration of efforts in at the end and slide of each section and adjusting the tension forces of the rods to ensure the same pressure on all four jacks, while up to the slide of the last meter of each section, check the marks of the sliding support parts in front of the slipway and the position of the side guides in front of the slipway and at the towing device and if more than 2 mm level of the span is adjusted by adding gaskets during the passage of the last meter of the slide, and with the continuation of the slide, the hearth is provided on each support I feel the sliding tiles in the sliding supports and side rails, and if the sliding tiles are not installed correctly and the pressure in the slide device is increased, the slide is stopped, the span is lifted using jacks designed to replace the supporting parts, and the sliding tiles are correctly installed until the end reaches the support back end the jack at its end is lifted and the slide continues with the jack raised until the bottom of the outback is at a distance of 1-5 cm from the sliding support part, after which with the hydraulic device, the jack is extended until the lower part reaches the level of the lower shelf of the outback and rests on the polished plate of the sliding support, after which the slide is continued, laying sliding tiles under the outback, and the first meters of the last section are pushed with the help of the beads laid in the previous section, and after the achievements of the traction jacks by these beams are rearranged to the last pushed section, and for the last meters the slide rails are attached to the end of the last pushed section by anchors, In this case, at the last stroke of the slide, the theoretical distance on both sides is compared with the remainder of the slide distance, the rods at this stage of the slide pull at full load, and immediately after the last slide and until the final tension of the reinforcing beams, constant supporting parts are established, starting from the supports on which fixed support parts are installed.

To replace the supporting parts, eight, for example, two-hundred-ton jacks can be placed on the support or abutment, which are installed centrally and symmetrically with respect to the axis of the span, while the sliding strips are removed by raising the span by 2-3 mm, while the lock rings of the jacks are unscrewed from the position short circuits for the jacks to move, and after the end of the slide, grates are poured on top of the permanent supporting parts, after hardening of which the load is transferred to the supporting parts by lowering the house rats.

The span can be supported by free-standing reinforced concrete racks of rectangular cross-section with head capitals, which are used to place the supporting parts, and in areas located in the plan on the curve, the span on the supports is concreted at the marks providing a 2% transverse slope and a turn-off of the carriageway parts, and pavement is made in the form of a waterproofing layer located on the slab, on top of which a protective layer of fine-grained, mainly sand, concrete and concrete is formed a layer of asphalt laid on top of it.

The waterproofing can be performed from a roll material reinforced with polyester fabric of the Isoplast type, grades P or K according to TU 5774-005-05766480-95, or Mostoplast or Tekhnoelast.

Before concreting the slab into the formwork, prefabricated fencing blocks can be installed to ensure their free sliding on the formwork under the influence of temperature deformations - movements that occur during hardening of compacted slab concrete, and filling the technological gaps between the blocks is performed after the design prestressing of the manufactured section of the span.

Laying of asphalt concrete layers can be done when concrete reaches the protective layer of pavement with at least 80% strength.

Concrete mixture for the manufacture of concrete spans can be used, for example, with a water-cement ratio of not more than 0.45, air content at the installation site within 3-4% with ensuring its workability 1.5 hours after laying in the formwork of at least 1.5- 2.5 cm draft standard cone.

In the preparation of the concrete mixture, Portland cement of a grade not lower than M500, non-additive or containing no more than 5% mineral additives can be used as a binder, while additives are added to the concrete mixture as plasticizing and retarding adhesion, for example, lingosulfites of the technical grade “E” - LST according to OST 13-183-83.

An air-entraining admixture is introduced into the concrete mixture — neutralized air-entrainment resin START according to TU 81-05-75-74 or taly pitch pitch KTP according to OST 13-145-82.

In the manufacture of the protective layer for producing fine-grained concrete, plasticizing and air-entraining additives can be introduced into the concrete mixture with a water-cement ratio not exceeding 0.45 and the actual volume of air involved in the range of 5-6%.

When performing pavement, the waterproofing can be laid in dry weather or under the protection of an awning at a temperature of the insulated concrete surface not lower than + 5 ° С, moreover, the roll waterproofing material is glued onto the prepared surface using single-torch gas burners with the end sections of the glued material being ironed, and the protective the layer is performed no later than 3-4 days after the installation of the waterproofing, while the asphalt concrete is laid in two layers with a preliminary primer of the protective layer itumnoy emulsion or liquefied bitumen over the entire surface with a layer of material flow 0,4 - 0,6 l / m ^2, wherein when the layout of the bituminous mixture before compacting each layer thickness exceeding the prescribed design by 10 - 15%, and in the process of compacting asphalt mixtures check the transverse slope and evenness of the cover with templates, three-meter or two-support rails with devices for fixing irregularities.

The technical result provided by the invention is to reduce the material, labor and energy consumption of the construction, as well as reducing the construction time while ensuring the safety of work and the reliability of the construction.

The method is illustrated by the following examples.

Example No. 1

During the construction of the bridge, overpasses erect supports and at least one continuous span of length comprising at least one branch of reinforced concrete longitudinal beams in cross section. The beams are made on a slipway of monolithic or precast-monolithic reinforced concrete by concreting in a removable formwork section by section with reinforcement of non-tensioned and prestressed reinforcement followed by longitudinal-cyclic sliding of the sections until each of them is placed in the design position. In this case, the prestressing reinforcement is placed in closed channels in the form of bundles, including those formed from wire strands, and / or rods, and / or tapes of high-strength material, including metal, and / or metal, or high-strength carbon-containing or polymer threads . Some of the channels are straightforward, and some of the channels are curvilinear or polygonal with the configuration and location mainly in the vertical section of the convexities and concavities corresponding to or proportional to the diagram of bending moments. When erecting the span structure of a bridge or overpass with differentiated span lengths, the slipway and formwork are performed under the technological section with a length that provides maximum span overlap, and for shorter spans, sections of the corresponding length are used using the existing longer formwork, in which an end partition is installed in the form end shield with the front surface in the plane of the free end of the section. At the same time, the technological sections of the impending span are performed with lengths corresponding to the distances between the centers of the zones of zero moments from the most disadvantageous combination of the calculated loads or a multiple of part of these distances.

The slipway is made up of a base, racks, a beam cage and formwork supported by jacks with concrete walls, which are placed along the edges and axis of the concrete section of the span, and steel sheets are laid on the top of the walls, the joints are welded, and the upper surface of the sheets is cleaned, ground and coated with antifriction grease, mainly silicone, plywood sheets are laid on top of the steel sheets with a length shorter than the distance between the formwork and the additional support near it, and a width exceeding the width well, steel sheets, moreover, they use plywood with low compressibility and a hard and smooth surface that provides sliding friction in the range from 2 to 10%, while the joints between the plywood sheets and the attachment points to the lifting formwork are sealed. Installation of the outback is performed before concreting the first section or, at least, before the start of its slide. The first section is formed right next to the advanceback with the union with it, which is carried out by monolithic.

Before concreting the sections, the channel formers are placed in the design position on reinforcing pads that are located at a distance from each other along the channel former, then they are installed in the design position of the anchor, bundles of high-strength strands are formed in the installed channel formers with the strands fixed in anchor devices, the channel formers are connected to anchor devices with sealing of all joints at the upper and lower points of the bend of the reinforcement to the transit x kanaloobrazovatelyah establish additional drainage tube. Transit channel formers are filled with plastic pipes to give the channel former more rigidity and insurance against accidental damage during concreting of the span section, high-strength strands are trimmed mainly by mechanical means, and after concrete sections of the span structure are designed to be designed, high-strength beams are tensioned, while stretched reinforcement is injected until or immediately after sliding the span section.

Canal makers perform corrugated mainly from sheet metal with a thickness of 0.3-0.4 mm without mechanical damage. The tension of the reinforcement at the joints of the sections is carried out on connecting elements - couplers, the body of each of which is supported by an anchor plate, while the formation of a continuation of a bundle of high-strength strands is carried out by screwing a coupling 1.5 m long onto the channeling side of the coupler, processing the ends of the strands for easy refueling in the coupler, applying the mark on the strand 100 mm from its beginning, feeding the strand into the channel former mainly with a pushing agent, after which the strand is tucked into the coupler and pushed into it 100 mm to the mark, then produce a control jerk of the strand from the cupler. After joining all the strands, a plastic cone is mounted on the cupler, onto which a channel former clutch is screwed, and all joints are sealed.

Beams of high-strength strands are tensioned by straightening them, filling them into a separator, which is then pushed into the anchor plate until they stop, after which the anchor clip or cupler is installed on the anchor plate, a collet is put on the upper strand, and it is pushed with a pipe cut 18 mm in diameter with a length of 1 m inside to the clip or cupler and wedged into the holes of the clip. Then set the collet on the strands in random order, similarly to the first, lifting device or lifting crane, a jack is fed to the end of the beam, the strands of which differ in length by 2-3 cm, the longest strands being placed in the center of the holder. Then, a comb is strung on the bundle for the convenience of refueling the jack, which is put on the bundle and pushed all the way into the anchor plate, after which the bundle is tensioned by 20-30% of the calculated force with the assignment of the tension value for each section individually in accordance with the perceived load, on a randomly selected strand of each beam, a mark is applied to measure the elastic elongation of the strands. Then, the beam is intercepted by a jack and tension is applied up to 100% of the load. Efforts are controlled mainly by a manometer, and elongation, for example, by a metal ruler and withstand pressure in the jack at the design elevation for at least 2 minutes.

Prior to the beginning of concreting work on the stock of the span section, blanks of crackers are prepared to provide the required thickness of the protective layer and the design location of the reinforcing cage in all sections of the span section, and crackers are used with a strength not lower than the concrete section strength and they are mainly made from fine-grained concrete using crushed stone of a fraction of 5-10 mm and a configuration corresponding to the design of the reinforcing cage and the thickness of the protective layer. The external supporting surface of the gaskets-crackers in contact with the formwork is curved with a radius of 30-50 mm. On the slipway, the formwork elements of the span section are mounted with the alignment of its design position, cleaning and blowing with compressed air, and then the joints of the forming surface of the formwork panels are sealed. Then, a grease, mainly solid oil, is applied to the forming surface of the outer formwork with a thin layer with the exception of getting it on the rods of the reinforcing cage. The forming surfaces of the inner formwork before installing on the slipway are protected mainly with synthetic film with the film panels secured along the contour with the possibility of releasing before removing the formwork panels after setting the laid concrete. In various sections of the span section, reinforcement cages are reinforced with corks for forming wells in the concreted section for subsequent measurement of concrete temperature during hardening, the corks being predominantly made of wood with turned conical ones and lubricated with grease before wrapping in the formwork and wrapped in 2-3 layers with synthetic film . After mounting the reinforcing cages in the formwork, support angles are installed along the entire length of the section with the formation of support frames.

When performing a section of plate-ribbed or box-shaped concreting, the sections of the superstructure on the slipway are performed in two stages, on the first of which two ribs or ribs and the lower bottom of the box beam are concreted simultaneously by feeding and distributing the concrete mixture with strips 5-6 m long in the middle zones of the bottom ribs through the gap between the side shields of the inner formwork. The concrete mixture is compacted after the concrete mixture has been supplied and distributed in the first lower layers of the structures, which are also made in strips of 5-6 m in length with vibration compaction, and when the concrete mixture is distributed in the lower layer strips with a gap of 1.5-2.0 m, it is produced compaction mainly with manual vibrators. After working through the laid concrete mixture in the first layer of both rib walls, vibrating the middle zone is performed, while continuing to compact the concrete in the walls, ensuring that the areas under the loading elements of the formwork panels are reliably filled with compacted concrete. Then the concrete pipelines are transferred and the concrete mixture is distributed in the second layer with a strip of 3-4 m in length along the entire wall thickness with vibration compaction with a distance of 1.5-2.0 m from the place of supply of the mixture by the concrete pathway and with the exception of squeezing the freshly laid concrete in the first layer from under the edges loading elements of the shields of the inner formwork. Then, the concrete mix is similarly distributed and compacted in the third upper layer with a strip of 1-2 m in length to the level of the reference corners of precast reinforced concrete slabs of the ceiling formwork. Laying, distribution and compaction of the concrete mixture in each strip is performed in the sides of each strip no steeper than 30 ° to the horizontal, and after laying and compaction of the concrete mixture in the third upper layer, laying and distribution of concrete mix is resumed in strips from the lower first layer with vibration-sealing of the adjoining zone to the earlier laid concrete, and subsequent concreting is carried out similarly to horizontal stripes. The width of the horizontal strips in each layer is selected based on the pace of concrete mixture supply for laying, and the break time before laying the next layer is prescribed not exceeding the period of loss of mobility of the previously laid concrete mixture in the previous layer. The distribution of the concrete mixture in the stacked layer is carried out by the concrete pump of the concrete pump, which is moved mainly by the distribution boom, and manually within 1.0-1.5 m; concrete mixture in each layer is vibrated until the concrete mixture settles, and after 6-8 hours after laying and compaction of concrete in the walls of the ribs on the inner formwork panels, the inner formwork panels are removed and removed, after which precast reinforced concrete ceiling formwork plates are placed in the reference corners . Then, the final assembly of the reinforcing cage of the slab and the consoles of the span section, including the adjoining zone to the prefabricated cornice blocks, while moistening the surface of the concrete walls of the ribs by systematic spraying of water to prevent drying of the concrete, is carried out, after which the second concreting stage is started, on which the upper section plate is made by supply, distribution and compaction of concrete mixture, which are two consecutive horizontal layers - strips with a height of not more than 30 cm above ramie and Vutova zones and strips in one layer - the rest of the plate area of the span section. After supplying, distributing and compacting the concrete mixture in the first lower layer with a strip above the section ribs of 5-6 m, supplying, distributing and compacting the concrete mixture leads to the entire span, including cantilevers, with a strip along the section axis of 3-4 m. After completion of compaction of the concrete mixture on the next strip of the upper layer, the surface of the plate is formed mainly using a vibrorail immediately over the entire width of the span section, and after passing the vibrorails, finish and finishing the surface of the concrete slab to the designed parameters. In the process of laying out the dornite panels, the film panels are lifted and the wooden plugs are removed from the wells.

When performing the span section, the slab concreting section is performed in one step, for which the formwork elements are mounted on the slipway, the reinforcement cage, channel formers for prestressed reinforcing beams, embedded parts, drainage system elements, fasteners, fasteners for reinforced beams are installed lighting masts, racks of the bridge fence and the driving path of the modular vibrorails and the movable bridge, fasten the formwork panels to the reinforcing frame of the ledges of the paving and enclosing parts of the section plate, and on the channel formers for prestressed reinforcing beams, the injection tubes are reinforced mainly from plastic corrugated hoses and sealed, and the parts of the hoses that extend beyond the top of the reinforcing cage are unbent and fixed to the reinforcing cage to ensure free passage for modular vibrating the formation of the surface layer of concrete slab sections, and on all the outer surfaces of the longitudinal and end panels of the formwork to protect against eblagopriyatnyh oscillation external temperature and solar radiation heat shield attached mats, at least one layer, preferably dornita. In this case, before laying the concrete mixture, an instrumental check is made of the position of all installed elements and their serviceability. The supply, distribution and compaction of concrete mix is carried out mainly by four horizontal successive layers with a thickness of not more than 40 cm stripes over the entire width of the cross section of the span section, and the supply and distribution of concrete mix in each horizontal layer is carried out mainly by two concrete pumps operating simultaneously. In the process of distribution of the concrete mixture, concrete bridges are moved by arrows of concrete pumps, and within 1.0-1.5 m, concrete bridges are moved, for example, manually, and each horizontal layer is laid in a strip with it lagging by at least 2.0 m from the previous layer The first strip of the lower layer of concrete mix is laid at a length along the axis of the span of at least 8.0 m, the first strip of the second horizontal layer is laid at a length along the axis of the span with a gap of at least 2.0 m behind the strip of the first layer. tionary first strip is laid the third and fourth - the length of the upper layers, respectively, 4.0 and 2.0 m on the entire width of the cross section at each level of stacking layer arrangement. When laying the fourth - upper layer, the concrete mixture is also distributed outside the shuttering boards to form sidewalk and wall ledges of the slab of the span section, and after laying the first strip of the fourth - upper layer, concrete mixers are transferred to the end of the strip of the first layer. Further supply and distribution of the concrete mixture during concreting of the span section is carried out by successively building up each horizontal layer to be laid in strips of length along the longitudinal axis of the section, which is at least 2.0 m, with movement parallel to the end shield. The length of successively stacked horizontal stackable strips in the layer is prescribed subject to the condition that there is no excess of the break time before laying the next layer of concrete mix in each particular place relative to the terms of loss of mobility of the previously laid mixture in the previous layer to 1.0-1.5 cm of standard cone settlement. The compaction of the stacked concrete mixture layer begins after it is evenly distributed over the entire surface of the layer and in the absence of protrusions and depressions relative to the overall surface level, respectively, with a height and depth greater than 10 cm, and compaction is performed by vibrating the concrete mixture in each strip of the stacked layer with entering the underlying layer and adjacent strip. To avoid delamination of the concrete mixture at the end of each strip of the laid layer and along the edges of the longitudinal stripes and the outflow of cement mortar, the vibrator tip is immersed in the concrete mixture no closer than 50-70 cm from the edge of the strip, and the zones of the joints of the strips are worked out after laying the next strip, moreover when the concrete mixture is distributed in the layer 1.0-1.5 m behind, its compaction is carried out mainly by manual vibrators. After vibration compaction of the concrete mixture in the fourth - upper layer of the slab of the span section is completed, the surface of the slab is formed and trimmed over its entire width in cross section to the ledges of the paving and enclosing parts. The compaction of the concrete mixture in the paving and enclosing ledges is carried out mainly simultaneously with the compaction of the concrete mixture in the strip of the fourth - top layer of the slab. Then, the panels of the moisture-proof coating are laid mainly from a synthetic film, on top of which heat-protective mats, mainly from dornite, are laid in one layer on massive sections of the section and in three layers on cantilever sections in the middle part and on the sides of the section. A second layer of panels of moisture-proof coating is laid on heat-shielding mats to increase the heat-shielding properties of the mats and to protect them from rainfall with reliable mating of the panels in the areas of mutual overlap and places of contact with the formwork elements, as well as the moisture and heat-protective coating of the adjacent section, including the adjoining zone of the previously shifted sections. In the process of laying out panels of moisture-proof coating and heat-protective mats, previously installed plugs are removed from the wells.

After concreting sections of the superstructure, exothermal curing of the concrete is carried out, the concrete mixture is laid with an initial temperature of 10-30 ° C. The tension of the reinforcement is produced after a set of concrete of 65-85% strength, comprising at least 350 kgf / cm ² . To exclude the occurrence of temperature and shrinkage stresses and, as a result, cracks, the heat-and-moisture protective coating is removed from the surface of the slab no earlier than two weeks after concrete is laid, provided that the temperature of the surface layers of concrete does not exceed the lowest air temperature by more than 5 ° C. The formwork panels are also diverted to the lower board - the base of the slipway is lowered to the maximum possible distance to carry out technological operations to tension the reinforcement and to slide the section from the slipway, and all the formed gaps between the formwork elements and the concrete section are covered with synthetic film or rubberized fabric. A film-forming material is applied to the sections of the concrete surface that are opened during sliding.

As the film-forming material, the VPS-D water-dispersed film-forming composition according to TU 21-33-119-92 or perchlorovinyl enamel of the type ХВ - 124 or ХВ - 16 is used, and the composition or enamel is applied using a spray gun or a roller in one or two layers based on the flow rate film-forming material: VPS - D - from 300 to 400 g / m ² ; HV - 124 or other enamel - from 120 to 150 g / m ² of concrete surface. The time interval from exposing the surface of the concrete section during shearing to applying film-forming material to concrete is taken within 15-45 minutes.

The superstructure is carried out by four or eight jacks, which are installed in front of the abutment with the possibility of connection by means of four reinforcing bars with steel beams mounted in the superstructure, and for the first superstructure section to slide, two of the four rods are attached to the outback, after a 6 m extension, the first two beams are installed in the span, and the auxiliary console on the outback is dismantled. In the process of slide control and registration of efforts at the beginning and end of the slide of each section and the regulation of the tension of the rods with the same pressure on all four jacks. In this case, to the slide of the last meter of each section, check the marks of the sliding support parts in front of the slipway and the position of the side guides in front of the slipway and at the traction device and, if more than 2 mm is exceeded, the span level is corrected by adding gaskets during the passage of the last meter of the slide. With the continuation of the slide, on each support, sliding tiles are fed into the sliding supports and side rails. If the sliding tiles are improperly installed and the pressure in the slide device increases, the slide is stopped, the span is lifted using jacks designed to replace the supporting parts, and the sliding tiles are correctly installed. Before reaching the end of the outback, the jack at its end is lifted and the slide is extended with the jack raised until the bottom of the outback is 1-5 cm from the sliding support part, after which the jack is extended using the hydraulic device until the bottom part reaches the level of the outboard back shelf and stops into the polished plate of the sliding support, after which the slide is continued, placing the sliding tiles under the outback. The first meters of the last section are pushed with the help of the beams laid in the previous section, and after reaching the traction jacks with these beams, they are rearranged to the last pushed section, and for the last meters the slide beams are attached to the end of the last pushed section with anchors. In the last stroke of the slide, the theoretical distance on both sides is compared with the remainder of the slide distance. The rods at this stage of the slide are pulled to full load, and immediately after the last slide and until the final tension of the reinforcing beams, permanent supporting parts are installed, starting from the supports on which the fixed supporting parts are mounted.

To replace the supporting parts, for example, eight two hundred-ton jacks are mounted on a support or abutment, which are installed centrally and symmetrically with respect to the axis of the superstructure. Sliding strips are removed by raising the span by 2 - 3 mm. The lock rings of the jacks are unscrewed from the locking position for the jacks to move, and after the end of the slide, graut is poured on top of the permanent supporting parts, after hardening of which the load is transferred to the supporting parts by lowering the jacks.

The span is supported by freestanding reinforced concrete racks of rectangular cross section with head capitals, which are used to place the supporting parts, and in areas located in the plan on the curve, the span on the supports is concreted at the marks with a transverse slope of 2% and a turn of the carriageway . Road clothes are made in the form of a waterproofing layer located on the slab, on top of which a protective layer is formed of fine-grained, mainly sand, concrete and a layer of asphalt concrete located on top of it.

The waterproofing is performed from a roll material reinforced with polyester fabric of the Isoplast type, grades P or K according to TU 5774-005-05766480-95, or Mostoplast, or Tekhnoelast.

Before concreting the slab, precast fencing blocks are installed in the formwork to ensure their free sliding on the formwork under the influence of temperature deformations - movements that occur during the hardening of compacted slab concrete. The filling of technological gaps between the blocks is performed after the design prestressing of the manufactured section of the superstructure.

Laying of asphalt concrete layers is performed when concrete reaches the protective layer of pavement with at least 80% strength.

Concrete mixture for the manufacture of concrete spans is used with a water-cement ratio of not more than 0.45, air content at the installation site within 3-4% with ensuring its workability 1.5 hours after laying in the formwork of at least 1.5 - 2.5 cm precipitation standard cone.

In the preparation of the concrete mixture, Portland cement of a grade of at least M500, non-additive or containing no more than 5% mineral additives is used as a binder, while additives are added to the concrete mixture as plasticizing and retarding adhesion, for example, lingosulfites of the technical grade “E” - LST according to OST 13-183-83.

An air-entraining admixture is introduced into the concrete mixture — neutralized air-entrainment resin START according to TU 81-05-75-74 or taly pitch pitch KTP according to OST 13-145-82.

In the manufacture of the protective layer to obtain fine-grained concrete, plasticizing and air-entraining additives are introduced into the concrete mixture with a water-cement ratio not exceeding 0.45 and the actual volume of air involved in the range of 5-6%.

When performing pavement, waterproofing is preferably carried out in dry weather or under the protection of an awning at a temperature of the insulated concrete surface not lower than + 5 ° С. Sticker roll waterproofing material lead to the prepared surface using single-torch gas burners with ironing of the end sections of the glued material. The protective layer is performed no later than 3-4 days after laying the waterproofing. Asphalt concrete is laid in two layers with preliminary priming of the protective layer with bituminous emulsion or liquefied bitumen along the entire surface of the layer with a flow rate of 0.4-0.6 l / m ² . At the same time, when laying out the asphalt concrete mixture before compaction, the thickness of each layer is 10-15% higher than the design one, and during the compaction of the asphalt concrete mixture, the transverse slope and evenness of the coating are checked with templates, three-meter or two-support rails with devices for fixing unevenness.

Example No. 2

In compliance with the technological methods described in example No. 1, the experimental section of the bridge was erected using the longitudinally-cyclic sliding method of the superstructure. The length of the experimental section is 166.7 m, consists of four spans according to the scheme 37.7 + 54.3 + 41.2 + 31.7 m. The span structure is made in the form of a continuous beam 166.7 m long, 7.5 m wide, high 2.1 m. The beam is made with ribbed reinforcement and reinforcement with conventional and prestressed reinforcement. Technologically, the beam is made in the form of four successively erected sections with the lengths indicated above. Sections were erected on a slipway with a working length of the formwork section equal to the length of the largest span - 54.3 m. For concreting, concrete of class “B”, grade B40, was used.

Conventional steel reinforcing steel of class A3 and A5 was made in the form of volumetric frames, and high-tensile tensile strength was introduced by pushing through channels formed from corrugated metal hoses. High-strength reinforcement adopted in the form of bundles of high-strength rods with a tensile force of 313.0 ton-force. Part of the beams is parallel to the lower girdle of the beam and strained section by section after the concrete has gained at least 75% strength. The remaining beams of high-strength reinforcement were pushed into the channels from corrugated metal sleeves fixedly placed in the concrete body of the beam, with a curved configuration of the channel axis corresponding to the diagram of bending moments after completing the slide of the entire sectionally concreted beam into the design position. The slide was carried out by four 200-ton horizontally oriented jacks. After pushing and pulling the beams of high-strength reinforcement, the channels were injected with a cement mortar of a grade identical to the strength of the concrete grade of the beam. Concrete consumption for the beams of the span structure of the flyover, erected by the method of longitudinal-cyclic slide, amounted to 1425 m ³ . The flow rate of non-tensioning reinforcement amounted to 270 tons, of high-tensile tensile - 77 tons, including 55 tons for installation, the ratio of the cross-sectional areas of reinforcement reinforced by sections and reinforcing after tension was in%: 71.4-28.6.

Thus, the implementation of the invention in the construction of overpasses and bridges in the system of newly constructed and / or reconstructed nodes of transport complexes of megacities, cities of various scales, internal and intercity roads and highways provides an overall reduction in material costs, labor and energy consumption due to a sharp reduction in the volume of auxiliary equipment the construction being erected, as well as reducing the construction time while ensuring the safety of work and the reliability of the structure, erected often without interruption transport tions on existing thoroughfares intersected by, or information breaks to a minimum - only while actually sliding beams to length once mounted (rendered monolithic) section.

Claims (21)

1. The method of construction of a bridge, flyover, characterized in that it includes the construction of supports and at least one continuous along the span of the generatrix of at least one cross-section of a branch of reinforced concrete longitudinal beams that are made on a slipway of monolithic or precast-monolithic reinforced concrete by concreting in a removable formwork section by section with reinforcement of non-tensile and prestressing reinforcement, followed by longitudinally cyclic sliding of sections up to The buildings of each of them are in the design position, while the prestressing reinforcement is placed in closed channels in the form of bundles, including those formed from wire strands and / or rods, and / or tapes of high-strength material, including metal or metal, or high-strength carbon-containing or polymeric filaments, moreover, part of the channels are made straight and part of the channels are curved or polygonal with the configuration and arrangement mainly in the vertical section of the bulges and concavities corresponding to or proportional to the diagram of bending moments, in this case, when erecting the span structure of a bridge or overpass with differentiated span lengths, the slipway and formwork are performed under the technological section with a length that ensures overlapping of the maximum span, and for shifts of shorter length, sections of the corresponding length are used using the existing longer formwork, in which additionally install the end wall in the form of an end shield with the front surface in the plane of the free end of the section, while ogicheskie section impending superstructure operate with lengths corresponding to the distances between the centers of vanishing moments zones from the most unfavorable combination of design loads or multiple parts of those distances. 2. The method according to p. 1, characterized in that the slipway is made up of a base, columns, beam cage and formwork supported by jacks with concrete walls, which are placed along the edges and axis of the concrete section of the span, and steel sheets are laid on top of the walls, the joints of which are welded, and the upper surface of the sheets is cleaned, ground and coated with antifriction grease, mainly silicone; plywood sheets with a length shorter than the distance between the formwork and the additional support are laid on top of the steel sheets lick it and with a width exceeding the width of the steel sheets, using plywood with low compressibility and a hard and smooth surface that provides sliding friction in the range from 2 to 10%, while the joints between the plywood sheets and the attachment points to the lifting formwork are sealed, and the installation of the back-up is performed before concreting the first section or, at least, before the start of its sliding, the first section being formed end-to-end to the back-end with the union with it, which is carried out by monolithic. 3. The method according to p. 1, characterized in that before concreting the sections, the channel formers are placed in the design position on reinforcing pads that are spaced apart from the channel former, then installed in the design position of the anchor, bundles of high-strength strands are formed in the installed channel formers with fixing strands in anchor devices, connect channel formers with anchor devices with sealing of all joints, in the upper and lower additional drainage tubes are installed on the reinforcing goggles on the transit channel generators, and the transit channel generators are filled with plastic pipes to give the channel generator more rigidity and insurance against accidental damage during concreting of the span section, high-strength strands are trimmed mainly by mechanical means, and after the concrete section is set, the span section is designed for strength high-tension bundles are tensioned, while injection is tight Reinforcing bars are produced before or immediately after sliding the span section. 4. The method according to p. 3, characterized in that the channel formers are corrugated mainly from sheet metal with a thickness of 0.3-0.4 mm without mechanical damage, and the tension of the reinforcement at the joints of the sections is carried out on connecting elements - couplers, the body of each of which is supported on the anchor plate, while the formation of the continuation of the bundle of high-strength strands is carried out by screwing a 1.5 m long coupling onto the channel former from the side of the coupler, processing the ends of the strands for the convenience of refueling into the coupler, marking a strand 100 mm from its beginning, feeding the strand into the channel former mainly with a pusher, after which the strand is threaded into the cupler and pushed into it 100 mm to the mark, then a control jerk of the strand is made from the cuper, and after connecting all the strands to the coupler, a plastic cone is inserted, on which the clutch of the channel former is screwed, and all joints are sealed. 5. The method according to p. 1, characterized in that the tension of the bundles of high-strength strands is produced by straightening them, refueling in a separator, which is then pushed into the anchor plate until it stops, after which the anchor ferrule or the coupler is installed on the anchor plate, put on the upper strand the collet is pushed with the pipe cut inward to the ferrule or the coupler and wedged into the holes of the ferrule, then the collet is mounted on the strands in a random order similar to the first, lifting device or hoisting crane, the jack is fed to the end of ка пря ди отличаются, пря длинные пря, ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка кака ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка ка The length of the lock, the longest locks are located in the center of the holder, then a comb is threaded onto the bundle for easy refueling of the jack, which is put on the bundle and pushed into the anchor plate until it stops, after which the beam is tensioned by 20 - 30% the design effort with the assignment of the tension value for each section individually in accordance with the perceived load, while on an arbitrarily selected strand of each beam a mark is applied to measure the elastic elongation of the strands, and then intercept ovary jack and tension to produce a 100% load, the control effort advantageously gauge and elongation - e.g., a metal ruler and maintained the pressure in the jack to project a mark for at least 2 minutes. 6. The method according to p. 1, characterized in that prior to concreting work on the stock of the section of the superstructure, prefabricated spacers are used to provide the required thickness of the protective layer and the design location of the reinforcing cage in all sections of the superstructure section, and crackers with a strength not lower than the strength of the concrete section and make them mainly from fine-grained concrete using crushed stone fractions of 5 - 10 mm and a configuration corresponding to the design of the reinforcing the framework and the thickness of the protective layer, and the outer supporting surface of the cracking gaskets in contact with the formwork is made curved with a radius of 30-50 mm, the formwork elements of the span section are mounted on the slipway with the alignment of its design position, cleaning and blowing with compressed air, and then sealing joints of the forming surface of the shuttering boards, and then apply a grease, mainly solid oil, on a forming surface of the outer formwork with a thin layer with the exception of getting it on the rods reinforcing cage, and the forming surface of the inner formwork before installing on the slipway is protected mainly with synthetic film with fixing the film panels along the contour with the possibility of releasing before removing the formwork panels after setting the laid concrete, and in various sections of the span section to the reinforcing cages, plugs are formed to form wells in concreted sections for subsequent measurement of concrete temperature during hardening, and the plugs are mainly made of The wood is turned conical and, before being installed in the formwork, is greased with grease and wrapped in 2–3 layers with synthetic film, and after mounting the reinforcing cages in the formwork, support angles are installed along the entire length of the section with the formation of support frames. 7. The method according to any one of paragraphs. 1-6, characterized in that when performing a section of slab-ribbed or box-shaped concreting, the sections of the superstructure on the slipway are performed in two stages, on the first of which two ribs or ribs and the lower bottom of the box beam are concreted simultaneously by feeding and distributing the concrete mixture in strips of length 5 - 6 m in the middle zones of the bottom of the rib through the gap between the side shields of the inner formwork, and the concrete mixture is compacted after the concrete mixture has been supplied and distributed in the first lower layers of the structures that I perform t also with strips of 5-6 m in length with vibration compaction, and when distributing the concrete mixture in the strips of the lower layer with a lag of 1.5 - 2.0 m, it is compacted mainly by manual vibrators, while after working through the laid concrete mix in the first layer of both walls the ribs vibro-seal the middle zone, while continuing to compact the concrete in the walls, ensuring reliable filling of the zones under the load-bearing elements of the formwork panels with compacted concrete, then the concrete pipelines are transferred and the concrete is distributed in the second layer with a strip of 3–4 m length over the entire wall thickness with vibration compaction 1.5–2.0 m behind the concrete feed point with the exception of extruding freshly laid concrete in the first layer from under the edges of the loading elements of the inner formwork panels, and then the concrete mix is similarly distributed and compacted in the third upper layer with a strip of 1 - 2 m length to the level of the reference corners of the precast concrete slabs of the ceiling formwork, while the concrete mixture is laid, distributed and compacted in each strip in the sides each strip is not steeper than 30 ° to the horizon, and after laying and compacting the concrete mixture in the third upper layer, the laying and distribution of concrete mixture is resumed in strips from the lower first layer with vibration-sealing of the adjoining zone to the previously laid concrete, and subsequent concreting is carried out similarly to horizontal strips, while the width of the horizontal strips in each layer is selected based on the rate of supply of the concrete mixture to the laying, and the break time before laying the next layer is assigned not exceeding the period of loss of mobility the previously laid concrete mixture in the previous layer, the distribution of the concrete mixture in the stacked layer is carried out by the concrete conveyor of the concrete pump, which is moved mainly with a distribution boom, and within 1.0-1.5 m manually; the concrete mixture in each layer is vibrated until the concrete mixture settles, and after 6-8 hours after the laying and compaction of concrete in the walls of the ribs on the inner formwork panels, the inner formwork panels are removed and removed, after which precast reinforced concrete slabs of the ceiling formwork are laid in the reference corners , then the final assembly of the reinforcement cage of the slab and consoles of the span section, including the adjoining zone to the prefabricated cornice blocks, while moistening the surface of the concrete walls, is carried out ribs by systematic spraying of water to prevent drying of concrete, after which the second stage of concreting is started, where the upper slab of the section is made by feeding, distributing and compacting the concrete mixture, which are carried out by two successive horizontal layers-strips no more than 30 cm high above the ribs and vout zones and in strips in one layer - on the remaining area of the slab of the span section, and after supplying, distributing and compacting the concrete mixture in the first lower layer, a strip above the ribs of the sections component of 5 - 6 m, the supply, distribution and compaction of concrete mix is carried out over the entire span, including cantilevers, with a strip along the section axis of 3-4 m, and after completion of compaction of concrete mix on the next strip of the top layer, the surface is formed slabs predominantly using vibrating rails immediately over the entire width of the span section, and after passing the vibrating rails, the concrete surface of the slab is finished and refined to design parameters, moreover, in the process of laying out panels ornitha lift the film panels and remove wooden plugs from the wells. 8. The method according to any one of paragraphs. 1-6, characterized in that when performing the section of the superstructure, the slab concreting of the section is carried out in one step, for which the formwork of the section is mounted on the slipway, the reinforcing cage, channel formers for prestressed reinforcing beams are aligned with the alignment spacers-crackers, embedded parts, elements of the drainage system, fastening of the lighting masts, bridge racks and driving paths of a modular vibrorail and a movable bridge, are fixed on an opal reinforcement cage side shields for forming ledges of the sidewalk and enclosing parts of the section plate, and injection ducts, mainly from plastic corrugated hoses, are strengthened and sealed on channel formers for prestressed reinforcing beams, and parts of hoses extending beyond the top of the reinforcing cage are unbent and fixed to the reinforcing cage to ensure easy passage modular vibratory rails during the formation of the surface layer of concrete of the slab section, and on all the outer surfaces of the longitudinal and end shields formwork to protect against adverse fluctuations in external temperatures and solar radiation attach heat-shielding mats from at least one layer, mainly dornite, while before laying concrete mix instrumental check the position of all installed elements and their serviceability, and supply, distribution and compaction of concrete the mixtures are predominantly four horizontal successive layers with a thickness of not more than 40 cm stripes over the entire width of the cross section of the section of the superstructure, The concrete mixture is fed and distributed in each horizontal layer mainly by two simultaneously operating concrete pumps, while during the distribution of concrete mixture the concrete pipelines are moved by the arrows of the concrete pumps, and within 1.0-1.5 m the concrete pipelines are moved, for example, manually, and each the horizontal layer in the strip is kept at a distance of at least 2.0 m behind the previous layer, the first strip of the lower layer of concrete mix is laid along the axis along the span of at least 8.0 m, the first polo at the second horizontal layer, they are laid lengthwise along the axis of the superstructure with a gap of at least 2.0 m behind the strip of the first layer, and then the first strip of the third and fourth, upper layers, respectively 4.0 and 2.0 m in length, is laid in succession throughout the cross-sectional width at each level of the laying layer, and when laying the fourth, upper layer, the concrete mixture is distributed outside the shuttering boards to form sidewalk and wall ledges of the slab section of the superstructure, and after concrete pipes of the first strip of the fourth, upper layer are transferred to the end of the strip of the first layer, and the subsequent supply and distribution of concrete mixture during concreting of the span section is carried out by successively building up each stacked horizontal layer with strips of length along the longitudinal axis of the section, which is at least 2.0 m , moving parallel to the end shield, while the length of the successively stacked horizontal stackable strips in the layer is prescribed subject to the condition that there is no excess of time p breaks before laying the next layer of concrete mixture in each specific place relative to the terms of loss of mobility of the previously laid mixture in the previous layer up to 1.0 - 1.5 cm precipitation of the standard cone, while the compaction of the laid concrete mixture layer begins after its uniform distribution over the entire surface of the layer and the absence of protrusions and depressions relative to the general surface level, respectively, with a height and depth greater than 10 cm, moreover, compaction is performed by vibrating the concrete mixture in each strip of the stacked layer with the house in the underlying layer and the adjacent strip, while to prevent delamination of the concrete mixture at the end of each strip of the laid layer and along the edges of the longitudinal stripes and the outflow of cement mortar, the vibrator tip is immersed in the concrete mixture no closer than 50 - 70 cm from the edge of the strip, and study the zones of the joints of the strips are made after laying the next stripe; moreover, when distributing the concrete mix in the layer 1.0–1.5 m behind, it is densified mainly with manual vibrators, and after the vibratory compaction of the concrete mix the fourth, upper, layer of the slab of the span section produce the formation and surface finish of the slab along its entire width in cross section to the ledges of the paving and enclosing parts, while the concrete mix in the paving and enclosing ledges is produced mainly simultaneously with the concrete mix in the fourth strip, the top layer of the plate, and then the panels of the moisture-proof coating are laid mainly from a synthetic film, on top of which heat-protective mats are laid mainly from the doors ita in one layer on massive sections of the section and in three layers on cantilever sections in the middle part and on the sides of the section, and on the heat-shielding mats lay the second layer of panels of moisture-proof coating to increase the heat-shielding properties of the mats and protect them from rainfall with reliable pairing of panels in areas of mutual overlap and places of adjacency to the formwork elements, as well as to the moisture and heat protection coating of the adjacent section, including the adjacent zone of the previously shifted section, and in the process of laying out the moisture protective panels Oia and heat-shielding mats remove previously installed plugs from the wells. 9. The method according to any one of paragraphs. 1-8, characterized in that after concreting the sections of the superstructure, exothermal curing of the concrete is carried out, the concrete mixture is laid with an initial temperature of 10-30 ° C, and the reinforcement is tensioned after concrete is set at 65 - 85% strength, at least 350 kgf / cm ^2, and to avoid the occurrence of temperature and shrinkage stresses and, as a result, cracks vlagoteplozaschitnoe cover plate is removed from the surface no earlier than two weeks after concrete placement, provided that the temperature of the surface layer in concrete does not exceed the lowest air temperature by more than 5 ° С, while the shuttering boards are diverted and the lower board - the base of the slipway is lowered to the maximum possible minimum distance for performing technological operations on tensioning the reinforcement and sliding the section from the slipway, and all the gaps formed between the formwork elements and the concrete section are covered with a synthetic film or rubberized fabric, and film-forming material is applied to the sections of the concrete surface that are opened during sliding. 10. The method according to p. 9, characterized in that as the film-forming material using a water-dispersed film-forming composition of the VPS - D according to TU 21-33-119-92 or perchlorovinyl enamel type XB-124 or XB-16, and the composition or enamel is applied with using a spray gun or a roller in one or two layers based on the calculation of the consumption of film-forming material: VPS-D - from 300 to 400 g / m ² ; XB-124 or other enamel - from 120 to 150 g / m ² of concrete surface, and the time interval from exposure of the concrete surface of the section when shifting to applying film-forming material to concrete is taken within 15 - 45 minutes. 11. The method according to p. 1, characterized in that the slide of the span is made by four jacks, which are installed in front of the abutment with the possibility of connection by means of four reinforcing bars with steel beams mounted in the span, and two of the four rods for sliding the first section of the span attach to the outback, after a 6 m extension, the first two beams are installed in the span, and the auxiliary console on the outback is dismantled, while in the process of sliding monitoring and monitoring the efforts at the beginning and end of the slide of each section and adjusting the tension forces of the rods to ensure the same pressure on all four jacks, while checking the marks of the sliding support parts in front of the slip and the position of the side guides in front of the slip and at the traction device before sliding the last meter of each section and if the span is exceeded by more than 2 mm, the level of the span is adjusted by adding gaskets during the passage of the last meter of the slide, and when the slide continues, both on each support sinter the supply of sliding tiles to the sliding supports and side guides, and if the sliding tiles are not installed correctly and the pressure in the slide device is increased, the slide is stopped, the span is lifted using jacks designed to replace the supporting parts, and the sliding tiles are correctly installed, up to reaching the end of the outback, the jack at its end is lifted and the slide continues with the jack raised until the bottom of the outback is at a distance of 1 - 5 cm from the sliding the supporting part, after which, using the hydraulic device, the jack is extended until the lower part reaches the level of the lower shelf of the outback and rests on the polished plate of the sliding support, after which the slide is continued, placing sliding tiles under the outback, and the first meters of the last section are pushed with the help of beads laid in the previous section, and after reaching the traction jacks with these beams, they are rearranged to the last retractable section, and for the last meters the slide rails are attached to the end of the last of the sliding section with anchors, in this case, at the last stroke of the slide, the theoretical distance on both sides is compared with the remainder of the slide distance, and the rods at this stage of the slide are pulled to full load, and immediately after the last slide and until the final tension of the reinforcing beams, constant supporting parts are set, starting from supports on which fixed support parts are mounted. 12. The method according to p. 11, characterized in that for replacing the supporting parts on a support or abutment, for example, eight two hundred-ton jacks are installed, which are installed centrally and symmetrically about the axis of the span, while the sliding strips are removed by raising the span by 2 - 3 mm, while the lock rings of the jacks are unscrewed from the locking position to allow the jacks to move, and after the end of the slide, graut is poured on top of the permanent supporting parts, after hardening of which the load is transferred on supporting parts by lowering the jacks. 13. The method according to any one of paragraphs. 1-12, characterized in that the span is supported by freestanding reinforced concrete racks of rectangular cross-section with head capitals, which are used to place the supporting parts, and in areas located in the plan on the curve, the span on the supports is concreted at the marks with the cross a slope of 2% and driving off a turn of the roadway, and pavement is made in the form of a waterproofing layer located on the slab, over which a protective layer of fine-grained mainly sand is formed concrete and a layer of asphalt concrete located on top of it. 14. The method according to any one of paragraphs. 1-13, characterized in that the waterproofing is performed from a roll of reinforced polyester fabric of the Isoplast type, grades P or K according to TU 5774-005 - 05766480 - 95, or Mostoplast or Tekhnoelast. 15. The method according to any one of paragraphs. 1-14, characterized in that before concreting the slab into the formwork, prefabricated fencing blocks are installed to ensure their free sliding on the formwork under the influence of temperature deformations - movements that occur during hardening of the compacted concrete of the slab, and filling the technological gaps between the blocks is performed after the design prestress of the manufactured span section. 16. The method according to p. 14, characterized in that the laying of the layers of asphalt concrete is performed when the concrete reaches the protective layer of the pavement at least 80% of the strength. 17. The method according to p. 9, characterized in that the concrete mixture for the manufacture of concrete spans is used, for example, with a water-cement ratio of not more than 0.45, air content at the installation site within 3 - 4% with ensuring its workability after 1.5 h after laying into the formwork not less than 1.5 - 2.5 cm of draft of a standard cone. 18. The method according to any one of paragraphs. 9 and 17, characterized in that in the preparation of the concrete mixture Portland cement grade M500 or lower is used as binder without additives or containing no more than 5% mineral additives, while lignosulfites of the technical grade “E” are introduced into the concrete mixture as plasticizing and retarding additives - LST according to OST 13-183-83. 19. The method according to p. 18, characterized in that an air-entraining admixture is introduced into the concrete mixture — neutralized air-entraining START resin according to TU 81-05-75-74 or glue pitch KTP according to OST 13-145-82. 20. The method according to p. 6, characterized in that during the manufacture of the protective layer for producing fine-grained concrete, plasticizing and air-entraining additives are introduced into the concrete mixture with a water-cement ratio not exceeding 0.45 and the actual volume of air involved in the range of 5-6% . 21. The method according to p. 13, characterized in that when performing pavement, the waterproofing is laid in dry weather or under the protection of an awning at a temperature of the insulated concrete surface not lower than + 5 ° C, and the sticker of the roll waterproofing material is led onto the prepared surface using single-flare gas burners with ironing of the end sections of the glued material, and the protective layer is performed no later than 3-4 days after the waterproofing is laid, while the asphalt concrete is laid in two layers with preliminary minutes progruntovkoy protective layer of bitumen emulsion or liquefied bitumen layer over the entire surface with a material consumption of 0.4 - 0.6 l / m ^2, wherein when the layout of the bituminous mixture before compacting each layer thickness exceeding the prescribed design by 10 - 15%, and in the process of compaction of the asphalt concrete mixture, check the transverse slope and evenness of the coating with templates, three-meter or two-support rails with devices for fixing irregularities.