3.1. The method of filling soils into water is used for the construction of dams, dams, impervious elements, pressure structures in the form of screens, cores, levels and backfilling in conjunction with earth structures with concrete. For the construction of an embankment by dumping soils into the water and preparing a foundation for it and interfaces with the banks, the design organization must develop technical conditions, including requirements for the organization of geotechnical supervision.
3.2. The filling of soils into water should be carried out in a pioneering way, both in artificial, formed by embankment, and in natural reservoirs. Backfilling of soils into natural reservoirs without the installation of jumpers is allowed only in the absence of flow velocities capable of eroding and carrying away fine fractions of the soil.
3.3. Soil dumping should be carried out by separate maps (ponds), the dimensions of which are determined by the project for the production of works. The axes of the maps of the stacked layer, located perpendicular to the axis of the structures, should be shifted relative to the axes of the previously laid layer by an amount equal to the width of the base of the embankment dams. Permission to create ponds for filling the next layer is issued by the construction laboratory and technical supervision of the customer.
3.4. When filling an embankment into natural reservoirs and ponds with a depth of up to 4 m from the water's edge, the preliminary thickness of the layer should be determined from the conditions of the physical and mechanical properties of soils and the availability of a supply of dry soil above the water horizon to ensure the passage of vehicles according to Table. 2.
table 2
|
Sing thickness |
Carrying capacity of transport |
Dry soil layer, cm, above the horizon water in the pond during filling |
||
|
dumping, m |
funds, t |
sands and sandy loams |
loams | |
The thickness of the backfill layer is adjusted during the construction of embankments.
At depths of natural reservoirs from the water's edge over 4 m, the possibility of backfilling soils should be determined empirically in production conditions,
3.5. Embankment dams within the erected structure should be made from the soil laid in the structure. Transitional layers or filters with screens on the inner slope made of impervious soils or artificial materials can serve as longitudinal embankment dams.
The height of the embankment dams should be equal to the thickness of the layer being poured.
3.6. When filling soils, the water horizon in the pond must be constant. Excess water is diverted to the adjacent card through pipes or trays or pumped to the overlying card by pumps.
Backfilling should be carried out continuously until the pond is completely filled with soil.
In the event of a forced break in work for more than 8 hours, the water from the pond must be removed.
3.7. Compaction of the dumped soil is achieved under the influence of its own mass and under the dynamic influence of vehicles and moving mechanisms. In the process of dumping, it is necessary to ensure uniform movement of vehicles over the entire area of the dumped map.
3.8. When transporting soil by scrapers, dumping soil directly into the water is not allowed. In this case, the dumping of soil into the water must be carried out by bulldozers.
3.9. At an average daily air temperature of up to minus 5°C, work on dumping soil into water is carried out according to summer technology without special measures.
When the outside air temperature is from minus 5°C to minus 20°C, soil filling should be carried out according to winter technology, taking additional measures to maintain a positive soil temperature. Water in the pond must be supplied with a temperature above 50 ° C (with an appropriate feasibility study)
3.10. The dimensions of the cards when working according to winter technology should be determined from the conditions of preventing a break in work; backfilling of soils on the map must be completed within one continuous cycle.
Before filling the cards with water, the surface of the previously laid layer must be cleared of snow and the upper crust of the frozen soil must be thawed to a depth of at least 3 cm.
When dumping soil into water, the following should be controlled:
fulfillment of project requirements and technical conditions for the construction of structures by dumping soil into water;
compliance with the design thickness of the backfill layer;
uniform compaction of the surface layer of soil by moving vehicles and mechanisms;
compliance with the design depth of water in the pond;
the surface temperature of the base of the dump map and the water in the pond.
3.12. Samples to determine the characteristics of soils should be taken one for every 500 m 2 of the area of the poured layer (underwater) with a thickness of more than 1 m - from a depth of at least 1 m, with a layer thickness of 1 m - from a depth of 0.5 m (from the water horizon in the pond).
The wet method of filling the soil is relatively new. Initially, this method was used only for backfilling loess soils; later it was also used for filling clay and ordinary sandy soils (sometimes with an admixture of coarse soils and stone).
The wet method has the following advantages over the dry method: a) there is no need to dry or moisten the quarry soil (to the optimum moisture content); b) the soaking of dense clods of cohesive soil, which is laid in the body of the dam, is ensured; c) the duration of the construction season increases due to the possibility of performing work during precipitation, as well as during frosts; d) a high density of the dumped soil is obtained (which is especially important when making clay impervious devices).
The production of work on filling the soil into the water is carried out as follows. The dam is erected in horizontal layers with a thickness of up to 1.5 ... 2.0 m for clay soils and up to 4.0 m for sandy soils. Each planned horizontal soil layer is divided into maps (rectangular in plan), and dams are poured along the borders of the maps in a dry way height equal to approximately the thickness of the layer. The map planned for backfilling with soil is preliminarily filled with water (using pumps). After that, work is carried out on filling the soil into the map according to the scheme in Fig. 2.93. As you can see, filling the map with soil is done in the water in a pioneering way. The water displaced by the soil from the map's pond drains into the adjacent map. The initial compaction of the soil is provided by dump trucks in the process of dumping the brought soil, as well as by bulldozers when leveling the surface of the dumped soil layer. No additional compaction is carried out under these conditions.
Usage: erection of piled bridge foundations of long-span bridge structures of considerable length in the water area. Essence: creation of a technology for the construction of piled bridge foundations for large-span bridge structures of considerable length in the water area when implementing a pioneer construction method using temporary supports and conductors of a special design for immersing the main (capital) pile supports. EFFECT: reduced construction time and reduced labor intensity of work while simplifying the process of erecting piled bridge foundations by performing work without the use of watercraft and, to a large extent, through the use of temporary supports and conductors of a special design for installing piled temporary and main (permanent) supports with technological platform moved along temporary supports. Improving the reliability of installation and uninterrupted operation, regardless of weather conditions and unrest in the water area. 8 w.p. f-ly, 1 ill.
Drawings to the RF patent 2447226
The invention relates to methods for erecting piled bridge foundations for large-span bridge structures of significant length in the water area.
Typical analogues of the technology for the construction of hydraulic structures are technical solutions that modify traditional methods and require, as a rule, the use of watercraft (vessels, pontoons) equipped with cranes and other special equipment.
The main disadvantage of these known methods is the significant laboriousness, complexity and cost of work due to the use of watercraft, the effectiveness of which depends on weather conditions. At the same time, these methods do not provide for the installation of temporary (inventory) supports to increase productivity.
A known method of installation of span structures of the bridge, including the construction of three-dimensional blocks using temporary supports. However, this method is intended only for bridge structures built on land, and does not take into account the specifics of the installation of bridges with large spans.
The well-known method of building a bridge, including the implementation of permanent supports and the installation of a superstructure using temporary supports, implements a sectional superstructure, but does not consider the features of erecting pile foundations in the water area, therefore, like the method, it cannot be used in the hydraulic engineering construction of large-span bridge structures .
In the method of constructing marine overpasses, adopted as a prototype, it is proposed to install temporary (inventory) blocks for the construction of permanent supports using a crane vessel, which speeds up construction and installation work.
The disadvantages of this method are the complexity, labor intensity and high capital costs due to the use of watercraft, the inability to use in conditions of significant excitement, which makes it difficult to achieve the optimal production criterion "complexity - cost - efficiency", i.e. achieving the highest possible efficiency at acceptable complexity and cost. In addition, the method does not reflect the rational technology for installing temporary and permanent supports, and does not provide for the specifics of erecting pile supports for large-span bridges of considerable length.
The essence of the proposed technical solution is to create a technology for the construction of piled bridge foundations for large-span bridge structures of considerable length in the water area when implementing a pioneer construction method using temporary supports and conductors of a special design for immersing the main (capital) pile supports.
The main technical result of the proposed method is the reduction of construction time and the reduction of labor intensity of work while simplifying the process of erecting piled bridge foundations by performing work without the use of watercraft and, to a large extent, through the use of temporary supports and conductors of a special design for installing piled temporary and main (permanent) ) supports from the technological platform moved along temporary supports. The proposed method, without any restrictions, makes it possible to implement a pioneering method for the construction of large-span bridge structures of considerable length in water areas with different depths (including at shallow depths where the use of watercraft is impossible) while increasing the reliability of installation and uninterrupted operation, regardless of weather conditions and waves in the water area .
At the same time, using a technological platform of a special design, they provide a rational combination of all production operations from the installation of the pile foundation and monitoring (dispatching) to the arrangement of the living conditions of builders-installers.
The technical result is achieved as follows.
The method of construction of piled bridge foundations in the water area includes immersion of the main (permanent) pile supports (CPS) into the bottom of the water area using pile driving equipment using temporary supports (TO).
A distinctive feature of the method is that when constructing large-span bridge structures of considerable length using the pioneering method, at the initial stage of work, from the extreme support (shore abutment) of the bridge, the AO is immersed with the placement of temporary transverse support beams on them, on which a technological platform (TP) is installed with the possibility its movement along these support beams, through which, as they move along the design line of work, the next VO, as well as the OSO of the next (subsequent) pile foundation are sequentially mounted. At the same time, the mobile TS is provided with equipment and prefabricated elements for the installation of VO and OSO, a heavy-duty crane and a pile loader, and is also equipped with at least one conductor fixed to the TS for placing the pile supports of VO and OSO to the design position by means of a crane, followed by by immersing them in the bottom soil with a pile driver to the required depth. At the next stage of the work, the TP is moved along the newly laid support beams, the next VOs are sequentially performed to the design site for the installation of the CCA and the CCA is mounted, after which the sequence of operations is repeated for the construction of the next pile foundation.
At the same time, metal pipes of large diameter 1000-2000 mm are used as the main pile supports of the OSO, from which, by immersion in the bottom, a pile foundation is made of vertical or inclined piles.
In a particular case of the implementation of the method, the temporary support of the VO is performed, for example, in the form of a support orthogonal in plan to the design span of the bridge structure and representing a pair of temporary pile columns with a temporary crossbar placed on them, on which temporary transverse support beams are fixed under the technological platform of the TP, at the same time, VO is made in the form of pile columns with a diameter smaller than the diameter of the OSO, and the number N of pairs of VO between two subsequent pile foundations of large-span bridge structures is determined from the ratio
The method also differs in that the conductor fixed on the TS for immersing the OSO is made in the form of a two-tier remote conductor, the lower tier of which is provided with support guides for the sequential installation of pile supports with holes for piling, and the upper tier is made with openings in the form of cups for accommodating pile piles. supports to the design position by means of a crane, followed by their immersion in the ground by a pile driver vertically or with an inclination to the vertical up to 30 °.
The method differs in that the technological platform of the TS is equipped with two conductors for mounting, respectively, VO and OSO, fixed on opposite parts of the TS, and the conductor for mounting the VO is fixed to the TS in the direction of work.
In addition, the difference of the method is that the technological platform of the TP is made at least two-level, at the upper level of the TP there is an assembly heavy-duty crane and a pile driver, and in the inter-level space there is a power supply module, a fuel supply module, a module for storing sets of necessary equipment and tools, a dispatcher and communication module, household and sanitary units, while the TP is self-propelled or moved along the support beams by means of transport mechanisms.
As a pile driver for driving piles, VO and OSO use a hydraulic hammer, or a vibratory pile driver, or other pile driving equipment that is moved from one pile support to another by means of a TP crane.
The method is also characterized in that the construction of piled bridge foundations of long-span bridge structures of great length is carried out simultaneously from two opposite coastal abutments towards each other, while using two TP equipped with appropriate equipment, devices and mechanisms.
At the same time, in the particular case of performing the method, a temporary bridge can be mounted next to the profile of the bridge foundations of the design bridge structure to ensure production with prefabricated elements for mounting the VO and OSO by means of trucks, while the temporary bridge with increasing its spans simultaneously with the implementation of the VO is mounted using TP , which is additionally equipped with a third conductor for installing the pile foundation of a temporary bridge.
The drawing shows a diagram of a technological complex that implements the method of erecting piled bridge foundations in the water area, where the following designations are used: 1 - main (permanent) pile supports OSO; 2 - pile foundations; 3 - temporary supports of the VO; 4 - temporary transverse support beams under the transformer substation; 5 - technological platform TP; 6 - heavy crane; 7 - pile driver; 8 - conductor for mounting VO; 9 - conductor for the construction of the CCA; 10 - temporary bridge.
The method of erecting piled bridge foundations in the water area is implemented as follows.
Prefabricated elements are prepared at the coastal base work site: the main pile supports OSO 1, which are metal pipes of large diameter 1000-2000 mm; temporary pile supports VO 3 (columns with a diameter less than the diameter of the OSO); temporary transverse support beams 4. From the extreme support (bank abutment), the BO 3 is immersed with the placement of temporary transverse support beams 4 on them, on which the technological platform TP 5 is installed with the possibility of moving along the support beams 4, through which, as you move along the design direction of work sequentially mount the next VO 3, as well as the OSO 1 of the next (subsequent) pile foundation 2. The installation of the VO 3 and OSO 1 is carried out by means of a crane 6 and a pile loader 7, while for the installation of the VO 3 a conductor is used, fixed to the TP 5 according to direction of work, and the OSO 1 supports are immersed in the bottom of the water area using the conductor 9, fixed on the opposite part of the TP 5. The operation of the TP and the conductor is known and similar to that described in.
At the same time, the temporary support VO 3 is performed, for example, in the form of a support orthogonal in plan to the design span of the bridge structure and representing a pair of temporary pile columns 3 with a temporary crossbar placed on them, on which temporary transverse support beams 4 are fixed under the technological platform 5, moreover, the number of pairs IN 3 between two subsequent (adjacent) pile foundations 2 long-span bridge structures (40-60 m or more) is determined from the ratio (1).
The conductor 9 fixed on the TP 5 is performed (similarly) in the form of a two-tier remote conductor, the lower tier of which is provided with support guides for the sequential installation of pile supports 1 with holes for piling, and the upper tier is made with openings in the form of cups for placing pile supports 1 on the design position by means of a crane 6, followed by their immersion in the bottom soil by a pile driver 7 vertically or with an inclination to the vertical up to 30 °. The pile base 2 is made of vertical or inclined piles OSO 1. As a pile driver 7 for driving piles VO and OSO, a hydraulic hammer, or vibratory pile driver, or other pile driving equipment is used, which is moved from one pile support to another by means of a crane 6.
Technological platform TP 5 is made at least two-level, on the upper level of TP 5 there is an assembly heavy-duty crane 6 and a pile driver 7, and in the inter-level space there is a power supply module, a fuel supply module, a module for storing sets of necessary equipment and tools, a dispatcher module and communication, household and plumbing blocks, while TP 5 perform self-propelled or moved along the support beams 4 by means of transport mechanisms. At the same time, the construction of piled bridge foundations 2 is completed by reinforcing and concreting the CCA using equipment and materials located at TP 5.
A temporary bridge 10 is mounted along the profile of the bridge foundations 2 of the design bridge structure to ensure the production of prefabricated elements (prepared at the coastal base work site) for the installation of VO 3 and OSO 1 by means of trucks, while the temporary bridge 10 with increasing its spans simultaneously with the implementation of VO 3 is mounted using TP 5, which is additionally equipped with a third conductor for installing the pile foundation of a temporary bridge.
During the production process, the TP 5 is moved along the newly laid support beams 4, the next VO 3 are sequentially performed to the design site for the installation of the CCA 1 and the CCA 1 of the pile foundation 2 is mounted, after which the sequence of operations is repeated for the construction of the next pile foundation.
In a particular case of the implementation of the method to speed up construction and installation works, the construction of piled bridge foundations of large-span (40-60 and more m) bridge structures of large (up to 2-5 km) length is carried out simultaneously from two opposite coastal abutments towards each other, while using two TP equipped with appropriate equipment, devices and mechanisms.
Thus, from the formula and from the description of the method and operations for its implementation, it follows that its purpose is achieved with the specified technical result, which is in a causal relationship with a set of essential features of an independent claim, while achieving the optimal production criterion "complexity - cost - efficiency”, i.e. achieving the highest possible efficiency at acceptable complexity and cost.
Information sources
I. Prototype and analogues:
1. SU 142212 A1, May 30, 1961 (prototype).
2. RU 2161220 C1, 12/27/2000 (analogue).
3. RU 2260650 C1, 20.09.2005 (analogue).
II. Additional prior art sources:
4. SU 1070253 A1, 01/30/1984.
5. SU 1393861 A1, 05/07/1988.
6. EA 199800325 A1, October 28, 1999.
7. RU 2098558 C1, 10.12.1997.
8. Nikerov P.S., Yakovlev P.I. Sea ports. - M.: Transport, 1987, 416 p. (p.118-274).
9. Ambaryan O.A., Goryunov B.F., Belinskaya L.N. Construction of seaports. - M.: Transport, 1987, 272 p. (p.122-199).
10. RU 83075 U1, 05/20/2009.
11. RU 41032 U1, 10.10.2004.
CLAIM
1. A method for erecting piled bridge foundations in the water area, including immersion of the main (permanent) pile supports (CPO) into the bottom of the water area with pile driving equipment using temporary supports (TO), characterized in that when building large-span bridge structures of considerable length using the pioneering method at the initial stage work from the extreme support (shore abutment) of the bridge, the VO is immersed with the placement of temporary transverse support beams on them, on which the technological platform (TP) is installed with the possibility of its movement along these support beams, through which, as they move along the design direction of work, the next VO, as well as OSO of the next (subsequent) pile foundation, while the mobile TS is supplied with equipment and prefabricated elements for the installation of VO and OSO, a heavy-duty crane and a pile loader, and is also equipped with at least one conductor fixed to the TS for accommodating pile supports VO and OSS to the design position by means of a crane, followed by their immersion in the bottom soil by a pile driver to the required depth, at the next stage of work, the TP is moved along the newly laid support beams, the next EPs are sequentially performed to the design site of the OSS installation and the OSS is mounted, after which the sequence of operations is repeated for the construction of another pile foundation.
2. The method according to claim 1, characterized in that metal pipes of large diameter 1000-2000 mm are used as the main pile supports of the OSO, from which, by immersion in the bottom, a pile foundation is made of vertical or inclined piles.
3. The method according to claim 1, characterized in that the temporary VO support is performed, for example, in the form of a support orthogonal in plan to the design span of the bridge structure and representing a pair of temporary pile columns with a temporary crossbar placed on them, on which temporary transverse support beams for the technological platform of the TP, while the VO is made in the form of pile columns with a diameter smaller than the diameter of the OSO, and the number N of pairs of VO between two subsequent pile foundations of large-span bridge structures is determined from the ratio
where L is the distance between two adjacent pile foundations;
R - permissible outreach of the boom of a heavy-duty crane.
4. The method according to claim 1, characterized in that the conductor mounted on the TS for immersing the OSO is made in the form of a two-tier remote conductor, the lower tier of which is provided with support guides for sequential installation of pile supports with holes for piling, and the upper tier is made with openings in in the form of cups for placing pile supports in the design position by means of a crane, followed by their immersion in the ground by a pile driver vertically or with an inclination to the vertical up to 30 °.
5. The method according to claim 1, characterized in that the technological platform of the TP is equipped with two conductors for installation, respectively, VO and OCO, fixed on opposite parts of the TS, and the conductor for mounting VO is fixed to the TS in the direction of work.
6. The method according to claim 1, characterized in that the technological platform of the TP is at least two-level, at the upper level of the TP there is an assembly heavy-duty crane and a pile driver, and in the inter-level space there is a power supply module, a fuel supply module, a kit storage module the necessary equipment and tools, a dispatcher and communication module, household and sanitary units, while the TP is self-propelled or moved along the support beams by means of transport mechanisms.
7. The method according to claim 1, characterized in that as a pile driver for driving piles VO and OSO, a hydraulic hammer, or a vibratory pile driver, or other pile driving equipment is used, which is moved from one pile support to another by means of a TP crane.
8. The method according to claim 1, characterized in that the construction of piled bridge foundations of long-span long-span bridge structures is carried out simultaneously from two opposite bank abutments towards each other, while using two TP equipped with appropriate equipment, devices and mechanisms.
9. The method according to claim 1, characterized in that a temporary bridge is mounted along the profile of the bridge bases of the design bridge structure to ensure the production of prefabricated elements for the installation of VO and OSO by means of trucks, while the temporary bridge with increasing its spans is mounted simultaneously with the implementation of the VO with the help of a TP, which is additionally equipped with a third conductor for installing the pile foundation of a temporary bridge.
During the construction of water supply and sewerage systems, planning embankments in the form of dams and earthen dams are arranged as part of regulating and reserve reservoirs, sludge reservoirs, river water intakes and other structures. All planning embankments, regardless of their purpose, are erected from homogeneous soils with leveling of the poured soil in horizontal or slightly inclined layers and their subsequent compaction.
To fill the soil, the embankment section is divided into maps of equal area, on each of which the following operations are sequentially performed: unloading, leveling, moistening or drying and compacting the soil (Fig. 4.27, a). The choice of the type of machines for the construction of the embankment depends on the general scheme of its construction, i.e. from lateral reserves, excavations or quarries, as well as from the distance of soil transportation.
The following machines are used to fill the embankment from side reserves or excavations: bulldozers - with an embankment height of up to 1 m and a travel range of up to 50 m, scrapers - with an embankment height of up to 1 ... 2 m and a delivery range of 50 ... 100 m; dragline excavators - for laying soil in embankments 2.5 ... 3 m high. In the case of filling embankments from special reserves (quarries), from which the soil is moved in the longitudinal direction, they use: with a travel range of up to 100 m - powerful bulldozers, from 100 to 300 m - self-propelled scrapers with a capacity of 9 .. 15 m 3 and excavators (single-bucket or multi-bucket) with soil loading into vehicles. Embankments erected from soil delivered by dump trucks are divided into sections of 100 m each; on one of them, the soil is unloaded, and on the other, it is leveled with bulldozers and compacted (Fig. 4.27, b). At the same time, the unloaded soil is leveled by a bulldozer over the entire width of the embankment in layers 0.3 ... 0.4 m thick. The thickness of the leveled layers should correspond to the capabilities of soil-compacting machines. When laying the soil with scrapers, it is leveled with a scraper knife in the process of backfilling.
Rice. 4.27 - Technological schemes for the device of planning embankments
1 - dump truck, 2 - bulldozer, 3 - direction of movement of dump trucks, 4 - sequence of movement of the roller, 5 - roller
When soil is delivered by cars or wheeled tractors in earth-carts, the thickness of the poured and compacted layer can reach: from clay and loamy soil 0.5 m, from sandy loam 0.8 and from sandy 1.2 m. If the embankment is poured in layers of 0.3 m using dump trucks, tractors with trailers and scrapers, it is not necessary to compact the soil layers, since in the process of filling the embankment with machines, it will be compacted so much that its settlement will be negligible. The movement of vehicles (dump trucks, scrapers) should be regulated across the entire width of the embankment. It is possible to proceed to backfilling the next layer only after leveling and compacting the underlying soil layer to the required density. The required soil compaction can be achieved with optimal soil moisture. Therefore, it should be compacted immediately after backfilling to prevent it from drying out.
Embankments are erected in horizontal layers with subsequent compaction. The lower layers can be poured out of dense clays, and the upper ones only from draining sandy soils. When erecting the entire base of the embankment from waterproof clay soils, thin drainage layers 10 ... 15 cm thick are required, but it is unacceptable to lay those and other layers mixed and in inclined layers. Backfilling should be carried out from the edges of the embankment to the middle for better compaction of the soil, limited by the edge sections of the embankment. For filling the embankment, it is not recommended to use sandy loam, fatty clay, peat, soils with organic inclusions.
The compaction criterion is the required density of the soil, expressed by the volumetric mass of the soil skeleton, or the standard compaction coefficient (K y), equal to the ratio of the required density of the soil skeleton to its maximum standard density. The soil compaction coefficient of 0.95 ... 0.98 is optimal and ensures sufficient strength of the entire structure, while the possible soil settlement over time will be insignificant. In dry, hot weather, it is advisable to water the soil before compaction.
Mechanical Methods seals, depending on the nature of the impact of the working bodies on the ground and the constructive solution of mechanization means, are mainly divided into the following types: rolling, vibrating, tamping and the combined method.
When compacting the soil by rolling, pneumatic, cam, lattice and smooth rollers are used. In execution, they can be of various weights, self-propelled, semi-trailer and trailed.
Pneumatic rollers, depending on their type and characteristics of the soil, can compact cohesive soils with a layer thickness (in a loose state) of 15 ... 75 cm and incoherent soils with a layer thickness of 25 ... 90 cm; the number of passes of the roller along one track during experimental compaction is 5 ... 12 and 4 .. 10 times, respectively.
Cam rollers compact only cohesive soils with a layer thickness of 20 ... 85 cm and the number of passes 6 ... 14 times.
Rollers with smooth rollers are used to compact cohesive and non-cohesive soils with a layer thickness of 10 ... 15 cm.
When compacting the soil by rolling, two patterns of movement of the rollers are distinguished: shuttle and in a circle.
When compacting the soil vibration vibratory rollers (vibratory rollers), vibrating plates, vibrorammers and deep vibrocompactors are used. This method is rational mainly for non-cohesive and slightly cohesive soils.
Vibratory rollers with smooth rollers are used to compact cohesive soils with a thickness of 15 ... 50 cm and non-cohesive soils with a thickness of 15 ... 70 cm. compaction is carried out in cramped conditions, including in narrow trenches, near pipelines, foundations and walls, where the use of other machines is difficult.
Vibrating plates are also used for compaction of non-cohesive and weakly cohesive soils. By design, they consist of a sealing plate with a vibration exciter and a sub-engine frame with an engine, on which a control handle or a crane suspension is fixed. Self-propelled light and heavy vibrating plates of type D and S vp are used for backfilling of sinuses and trenches to compact a layer of non-cohesive soil with a thickness of 20 ... 60 cm. used for compaction of cohesive and non-cohesive soils with a layer thickness of 50 ... 80 cm.
Deep compaction with the help of a vibro-impact installation of the VUPP type is effective for water-saturated medium and fine-grained sands at a depth of 2.5 ... 6 m. Sand compaction is provided over an area with a diameter of 4 - 5 m.
Soil compaction by ramming is carried out using rammers, mounted plates and mechanical rammers. This method gives a good effect when compacting cohesive and non-cohesive, including coarse soils, as well as dry lumpy clays.
With the help of rammers of the DU-12 type, soils are compacted at the base with a layer thickness of up to 1.2 m. Compaction is carried out by penetrations 2.6 m wide by alternate blows with two plates weighing 1.3 tons in the way of their free fall onto the ground.
When using hinged tamping plates, the depth of soil compaction depends on the diameter and weight of the tamper. Freely suspended slabs are lifted to a height of 1 - 2 m and, when they fall, they compact the soil several times.
Compaction with heavy slabs with a diameter of 1 - 1.6 m and a mass of 2.5 - 4.5 tons ensures the compaction of a layer with a thickness of 1.2 - 1.6 m for cohesive and 1.4 - 1.8 m for non-cohesive soil. The soil is compacted in strips with a width of 0.9 of the diameter of the tamping body with an overlap of adjacent tracks by 0.5 of the diameter.
For soil compaction in cramped conditions, it is advisable to use attachments such as hydraulic and pneumatic hammers with compacting plates. The thickness of the compacted layer, depending on the type of hammer, will be 0.25 - 0.7 m and 0.25 - 0.4 m for cohesive soils, 0.3 - 0.8 m and 0.3 - 0.5 m for non-cohesive soils In such cases, pneumatic punches and shock-rope drilling machines are also effective. Wells formed during compaction should be covered with local soil in layers of 1 m with compaction. As a result, a zone of compacted soil is formed around the well with a size of 2.5 - 3 of the diameter of the well.
In cramped and inconvenient places when backfilling, for example, trenches, pits and pits, manual mechanical rammers are used, including self-propelled electric rammers of the IE type and pneumatic rammers TR and N. Electric rammers weighing from 18 to 180 kg compact non-cohesive soil with a layer thickness of 0 ,15 - 0.5 m, weighing 80 and 180 kg - cohesive soil with a layer thickness of 0.3 and 0.4 m, respectively.
