Backfilling with a bulldozer. Backfilling and soil compaction
Bulldozer - an earth-moving machine that performs development, transport, backfilling and leveling the soil (Fig. 2.42). However, during the operation of a bulldozer, unlike a scraper, the developed soil does not move in a bucket, but is dragged along the ground, pushed by the working body - a knife. The volume of the pushed soil (drawing prism) depends on the size of the knife, which, in turn, determines the required energy (engine power of the base machine).
1. Type of products: site planning, construction of shallow (up to 3 m) pits, low (up to 3 m) embankments, soil improvement in the pit after the excavator, backfilling of trenches and pit sinuses. The latter processes are carried out mainly with the help of bulldozers.
2. The composition of the process: cutting the soil, transporting (dragging) the soil, filling, leveling, returning (idling) (Fig. 2.43).
3. Entrance to the process - general (see page 29).
4. Resources.
4.1. Materials - soils of I-II groups of natural composition; loosened soils of groups III–IV.
4.2. Technique: bulldozers. They are distinguished by the base: caterpillar - have a large tractive effort; wheeled ones are more mobile and do not require special transport for delivery to the site. The main technological parameters of the bulldozer are the dimensions of the blade (dump), which determine its performance.
The knife can be fixed rigidly - uncontrolled, it is possible to have a knife control system (turn at a certain angle) in the horizontal and vertical plane (Fig. 2.44).
5. Process technology.
The scheme of operation of the bulldozer can be: shuttle, shuttle with offset, zigzag, side penetration (with backfilling) (Fig. 2.45). The rational range of soil transport is 10–40 m, in some cases up to 70 m. When using special technologies: trenching, frontal travel - up to 100 m.
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| Rice. 2.44. Development and leveling of the soil with a bulldozer: a - displacement of the blade in a vertical plane; b - installation of the blade in the plan at an angle to the longitudinal axis of the bulldozer; c - the same, at an angle to the horizontal plane; d - slope planning with a bulldozer equipped with a slope blade; 1 - tractor; 2 - hydraulic cylinder or rope tackle; 3 - dump; 4 - slope planner blade |
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The development of pits is carried out on one side (Fig. 2.46, a), and for large sizes, to reduce the hauling distance, development is carried out from the center on two sides (Fig. 2.46, b; 2.47).
The filling of soil into the embankment is carried out in layers, alternating with compaction, the layer thickness is set by the power of the compacting mechanism and is 0.3–1.0 m. If necessary, intermediate soil moistening of each layer is performed (Fig. 2.47).
Backfilling of trenches and bosoms of pits is also carried out in layers, alternating between filling the layer and compacting it. After filling, the soil layer is wetted for effective compaction.
When backfilling pipelines before the operation of the bulldozer, two operations are performed manually: backfilling the soil (tamping) under the pipe and backfilling the pipe with a layer of soil of 30–50 cm. After manual operations, the bulldozer begins to “dump” the soil into the trench. When backfilling collectors, reinforced concrete trays of heating mains, etc. backfilling is carried out alternately: first, from one side to a height of 0.5 m, then from the other to a height of 1.0 m, and then, alternating by 1.0 m. Backfilling of the sinuses of retaining walls is carried out in horizontal layers for the entire length of the wall or its section.
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| Rice. 2.50. Performing backfilling by moving a bulldozer with an inclined blade: 1 - soil dump for backfilling the trench; 2 - backfilling the soil manually; 3 - the direction of movement of the bulldozer 1; 2; …five |
All backfills within the city limits are to be backfilled only with sand as soil with minimal settlement.
To improve the performance of the bulldozer, the following schemes are used:
Cutting and dragging the soil when the bulldozer moves downhill. 3–5% productivity increase (Fig. 2.51);
To hold a large amount of soil pushed by a bulldozer, openers are installed on the knife. 7–15% productivity increase (Fig. 2.51);
Frontal course (work) of two or three bulldozers. This allows you to significantly increase the volume of the drawing prism and increase productivity by 30–70%. However, this requires highly qualified machinists to ensure the synchronous operation of two or three bulldozers (Fig. 2.52);
Trench penetration. Here, the trench walls hold the soil on the dump, and the bulldozer transports the maximum amount of soil possible for a given engine power. The walls can be formed naturally during the operation of the bulldozer due to the soil lost on the sides of the dump (Fig. 2.53), as well as from undeveloped soil during the parallel driving of two or three bulldozers with some distance between them.
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In the conditions of a construction site, the bulldozer performs the planning of roads, ways for tower cranes, the planning of soil, sand, dumped by dump trucks, as well as the arrangement of exits to pits, etc.
Technology assessment. Based on the type of earthwork being erected, the availability of specific equipment and the specified hauling range, an approximate estimate of the costs of excavation can be performed according to Table. 2.3.
A source: Technology of building processes. Snarsky V.I.
TYPICAL TECHNOLOGICAL CHART (TTK) BACKFILLING, LEVELING AND COMPACTION OF SOIL IN A TRENCH WITH A COLLECTOR optimal number of storeys in a trench 3 m deep and with a collector 1.8 m wide and 1.9 m high. mechanisms. GENERAL PROVISIONS 1. Technical recommendations apply to work on soil compaction during backfilling of pits, trenches, sinuses after laying underground engineering networks, laying the foundations of buildings under construction. 2. Technical recommendations also apply to work on soil compaction after the restoration of underground engineering networks in the area of the carriageway. 3. Soil compaction should be carried out in accordance with SNiP 3.02.01-87 "Earthworks, bases and foundations" and VSN 52-96 "Instructions for earthworks in road construction and in the construction of underground engineering networks." 4. Characteristics, terms and definitions of soils are used in accordance with GOST 25100-95 "Soils. Classification". SOIL COMPACTION TECHNOLOGY DURING TRENCHE BACKBACKING 1. Backfilling of engineering communications trenches is carried out after testing them and drawing up an act, performing insulation of joints, channels, niches and obtaining permission to backfill. 2. Backfilling trenches for underground utilities with soil must be carried out after the laying of pipelines and network devices, it is also necessary to take measures against their shift along the axis and against damage to pipelines and their insulation. The scheme of soil compaction during backfilling of trenches, the scheme of organization of work on backfilling of trenches and the scheme of backfilling of trenches are shown in Fig. 1, 2, 3, respectively. Fig.1. Soil compaction scheme when backfilling trenches: 1 - area above the pipeline where soil compaction is prohibited; 2, 3 - thickness of the soil layer compacted by manual mechanisms; 4 - a layer of soil compacted with a manual non-mechanized tool; 5 - soil layers compacted with mechanical rammers (accepted up to 0.25 m); — thickness of the compacted layer, compaction should be carried out simultaneously on both sides Note. Non-mechanized hand tools - a shovel, a scoop, wooden rammers; manual mechanisms - platform vibrators, electric rammers, mechanical rammers. Fig.2. Scheme of organization of work on backfilling trenches: a) excavator-scheduler; b) a bulldozer; 1 - excavator-planner; 2 - backfilling the soil with a bulldozer; 3 - backfilling the soil with a planner excavator; 4 - leveling the soil with an excavator planner; 5 - manually leveling the soil; 6 - PVC pipe; 7 - soil for backfilling; 8 - bulldozer; 9 - sewer well The distance from the slope line of the trench to the beginning of the soil dump along the edge of the trench should be at least 0.7 m with a trench depth of up to 3 m and at least 1.0 m with a trench depth of more than 3 m. Fig.3. Backfilling of trenches: a) telephone sewerage; b) channelless heating network; 1 - soil layers compacted by manual electric rammers; 2 - layers of soil, filled and compacted manually; 3 - plastic pipes; 4 - drainage pipe (pipe filter or others); 5 - pipelines; I - soil layers compacted with light mechanical rammers; II - soil layers compacted by manual electric rammers; III - layers of soil, filled and compacted manually 3. Backfilling of trenches with laid underground utilities is carried out in two stages. First, the sinuses are filled up and manually knocked out and the pipelines are sprinkled to a height above the top of the pipeline of at least 0.2 m with careful layer-by-layer manual tamping, and in winter for ceramic, asbestos-cement and polyethylene pipes - 0.5 m. The rest of the trench is then backfilled by carefully dumping the soil with bulldozers. 4. Layer-by-layer compaction of backfilling of pipelines is carried out mainly by pneumatic, motor, electric rammers, as well as by the vibration compaction method. 5. The sinuses between the pipe and the walls of the trench are filled in layers by excavators-planners EO-3532A, excavators EO-2621V, EO-3123, EO-4225, etc.; the layer thickness should be no more than 0.25 m. Compaction is carried out evenly on both sides by electric tampers of the IE-4502A type. 6. When compacting the soil over communications, the thickness of the protective layer must be at least 0.25 m for metal and reinforced concrete pipes and at least 0.4 m for ceramic, asbestos-cement and plastic pipes. The protective layer above the communications is also compacted with electric rammers. 7. When laying cable lines, trenches should be backfilled from below, and from above - backfilled with a layer of fine earth that does not contain stones, construction debris. The thickness of the sand layer for backfilling and the thickness of the backfilling layer should be at least 0.1 m. 8. When backfilling pipelines laid in trenches with a slope of more than 20 °, it is necessary to take measures against soil sliding and erosion by storm water. The method of strengthening should be specified in the project for the production of works. 9. When laying pipes made of polyethylene, the bottom of the trench is leveled, and in rocky soils it is necessary to arrange a cushion of loose soil with a thickness of at least 0.1 m without including stones, crushed stone, etc. after their preliminary density test. 11. Further backfilling of the soil above the laid pipelines is carried out by excavators, excavators-planners, bulldozers in layers with a layer thickness of 0.7 m for sand, 0.6 m for sandy loam and loam, 0.5 m for clay. Layer-by-layer soil compaction is carried out by hydraulic hammers and vibrating plates. 12. Backfilling the trench with soil using a bulldozer is shown in Fig.4. It can be seen from the figure that the area of the dump, from which the soil is taken, is divided into separate, sequentially developed sections. The bulldozer approaches the edge of the dump from its end at a certain angle, picks up the soil in section I and, after moving it into the trench, passes to the next section II. The soil from sections II, IV, VI is moved into the trench by the transverse passages of the bulldozer, and from sections I, III, V, VII - obliquely. This method of work reduces the length of the passages of a laden bulldozer and improves the conditions for collecting soil. Fig.4. Backfilling the trench with soil using a bulldozer: 1 - bulldozer; 2 - pipeline 13. When the route passes along buildings, fences, green spaces, backfilling of trenches is carried out manually with layer-by-layer tamping of the backfill every 0.2 m. up to - 0.98. 15. The compaction of the upper layers at 1.0-1.2 m from the surface can be carried out by trailed rollers for tractors T-150 (SD-801) and self-propelled tractors of various types weighing 6-15 tons (DU-47B, DU-64, DU- 58A, etc.) 16. At the intersection of trenches with existing underground utilities (pipelines, cables, etc.) passing within the depth of the trenches, the project must provide for devices that ensure the invariability of the position and the safety of communications for the period of work and operation. If such devices are not provided, backfilling of trenches should be carried out in the following order: backfilling under existing communications is carried out with sand over the entire cross section of the trench to a height of up to half the diameter of the pipeline (cable) or its protective sheath with layer-by-layer sealing; along the trench, the size of the bedding along the top should be 0.5 m more on each side of the pipeline (cable) or its protective sheath, and the steepness of the slopes of the bedding should be 1:1. 17. Submit completed work on soil compaction to architectural and technical supervision and draw up an act for hidden work. 18. Backfilling and compaction of pits, trenches, sinuses, over which rail tracks should be built for the installation of tower cranes, should be carried out similarly to the construction of the base from bulk soil. 19. Bulk subgrade soil should be laid in layers with mandatory layer-by-layer compaction. The thickness of the layers is determined by the machines and mechanisms used for soil compaction. 20. Density (volumetric weight of the skeleton) of subgrade soil in g/m must be at least for: fine and pulverized sands - 1.7; sandy loam - 1.65; loam - 1.6; clay - 1.5. 21. When arranging rail tracks with wooden half-sleepers, the density of the soil should be checked every 12.5 m, and when arranging tracks with reinforced concrete beams - under each beam. 22. The results of the check must be recorded in the act of putting the rail track into operation. 23. Recommended machines and equipment for backfilling pits, trenches, sinuses, soil compaction are given in Table 1.1. Table 1.1
Note. The need for machines is determined by the project for the production of works, depending on the design solutions of the structures, the amount of work and the duration of their implementation. 24. At negative air temperatures, compaction of backfill soil in trenches should be carried out until a compaction coefficient of 0.98 is reached. 25. The time of soil compaction depending on the air temperature is indicated in Table 1.2. Table 1.2 26. For layer-by-layer compaction of backfills, the following methods are recommended: for non-cohesive soils - vibration and vibrotamping; for poorly cohesive soils - rolling, tamping, vibrotamping, vibrating; for cohesive soils - rolling, tamping, vibrotamping and combined. 27. Compaction of soil in cramped conditions when backfilling the places of extraction of elements of sheet piling should be carried out using special sealing agents of static, vibro-impact or impact action, which make it possible to obtain a compaction coefficient of at least 0.98 over the entire depth. 28. The process of compaction of the backfilled soil in the places of disassembly of the elements of sheet pile connections should be carried out by installations equipped with devices that control the degree of its layer-by-layer compaction. 29. In the conditions of Moscow, installations of the following type can be used: static sounding S-832, static and dynamic action UGB-IBCM, dynamic action TsBP-15m. 2. ORGANIZATION AND TECHNOLOGY OF THE CONSTRUCTION PROCESS Prior to backfilling the trench with the collector, it is necessary to: completely finish laying the collector; finish and check the waterproofing of the collector; remove all auxiliary materials, equipment and mechanisms from the trench; draw up acts for hidden work and obtain customer permission for backfilling. Backfilling, leveling and compaction of the soil are carried out sequentially in layers. The layer thickness is taken depending on the compacting machine used, according to the data below. Table 2.1 Backfilling of the lower layers of soil is carried out by a planner excavator 30-3332A; leveling is carried out manually or, if the working area allows, with a planner excavator (Fig. 5-10). Fig.5. Scheme of backfilling and leveling of the soil by excavator-planner EO-3332A from elev. -2.5 to elevation -1 1 — excavator-planner EO-3332А; 2 — bulldozer DZ-42; 3 - dump truck ZIL-MMZ-3555; 4 - collector; 5 — manual leveling zone Fig.6. The direction of movement of the excavator-planner Fig.7. The direction of movement of the dump truck Fig.8. The direction of movement of the bulldozer Fig.9. Locations of the excavator-planner Fig.10. Scheme of backfilling and leveling the soil with a bulldozer from el. -1 to el. 0 1 — excavator-scheduler EO-3332A; 2 — bulldozer DZ-42; 3 - dump truck ZIL-MMZ-3555; 4 - collector; 5 - manual leveling of the soil. The upper layers are covered and leveled with a DZ-42 bulldozer. Non-cohesive soil of group I is compacted with vibrating plates SVP12.5; SVP25; SVP31.5; SVP63.1, cohesive soil and groups - by electric rammers IE-4501 (IE-4505); YZ-4502; IE-4503 (IE-4506); IE-4504 (Fig. 11-14). Fig.11. Scheme of compaction of cohesive soil of group II with electric rammers 1 - IE-4505 electric rammers; 2 - vibrating plate SVP31.5; 3 - collector; 4 - places of soil compaction by electric tamper IE-4504 Fig.12. Scheme of compaction of cohesive soil of group I with a vibrating plate 1 - electric rammers IE-4505; 2 - vibrating plate SVP31.5; 3 - collector; 4 - places of soil compaction with electric tamper IE-4504 Fig.13. The direction of movement of the electric rammer Fig.14. Direction of movement of the vibrating plate Soil compaction schemes have been developed for the vibrating plate SVP31.5 and electric tamper IE-4504. Due to the fact that the technology for the production of works for vibrating plates SVP12.5, SVP25, SVP63.1 and electric rammers IZ-4501 (IE-4505), IE-4502, IE-4503 (IE-4506) is similar to the above, only calculations are made for them labor costs and a breakdown scheme for milk yields during backfilling, leveling and compaction of the soil (Fig. 15-18). Fig.15. Schemes of backfilling and leveling of soil during compaction with vibrating plates 1 - backfilling of soil with a planner excavator; 2 - backfilling and leveling the soil with a bulldozer; 3 - leveling the soil with an excavator-planner; 4 - manual leveling Fig.16. Soil compaction schemes with vibrating plates 1 — soil compaction SVP12.5; 2 - soil compaction IZ-4504; 3 - soil compaction SPV25; 4 - soil compaction SPV63.1 Fig.17. Schemes of backfilling and leveling of the soil during compaction with electric tampers 1 - manual leveling of the soil; 2 - leveling the soil with a planner excavator; 3 - backfilling and leveling the soil with a bulldozer; 4 - backfilling the soil with a planner excavator Fig.18. Soil compaction schemes with electric rammers Note: The entire soil layer is compacted with electric rammers. The soil is compacted, starting from the zones near the collector, and then moving towards the edge of the trench, while each subsequent pass of the tamping machine must overlap the trace of the previous one by 0.1-0.2 m. For backfilling, the soil is delivered on ZIL-dump trucks. IMZ-555 with a carrying capacity of 4.5 tons, with a body with a capacity of 3 m. Works on backfilling, leveling and compaction of non-cohesive soil of group I are performed by a team of 8 people: a machinist - 6 grades. - 1 pom. machinist - 5 times. - 1 driver - 5 times. – 1 excavator – 3 cuts. – 1 diggers – 1 cut. — 4 Backfilling, leveling and compaction of cohesive soil of group II is performed by a team of 9 people: driver — 6 grade. - 1 pom. machinist - 5 times. - 1 driver - 5 times. - 1 digger - 3 razr. - 2 diggers - I razr. — 4 Soil compaction is carried out at optimal moisture content with available: for cohesive soils ± 10%, for non-cohesive ± 20%. 3. REQUIREMENTS FOR THE QUALITY OF WORK PERFORMANCE QUALITY CONTROL 1. When arranging trenches, pits and sinuses, control over the quality of soil compaction should be organized during the production process and after their completion. In the process of performing work, the type of soil used and the correctness of its backfilling, the degree of density and humidity and the uniformity of soil compaction should be checked. 2. The type of soils used is determined by determining the particle size distribution and plasticity number. 3. Control of the degree of density and soil moisture is carried out by testing soil samples. This check is made on the backfilled layers at depths of 0.3; 0.5; 0.9; 1.2; 1.5 m from the top of the hole. The places of the pits are outlined: in trenches - along the axis of the trench every 50 m; in the axils of pits - along the perimeter of the foundations every 50 m, but not less than one at the ends of the building; in the bases under the floors - one pit per 100 m. 4. The degree of soil density is controlled by comparing the density of a sample taken without disturbing the structure from an embankment or trench, with the optimal density of this soil, obtained by standard compaction. The degree of density of the soil is determined by the compaction factor "K". Methods for determining the compaction factor "K" (SoyuzDorNII standard compaction method, cutting ring method, density meter designed by MGP "Kondor") are presented in Appendix 1; 2; 3. 5. When several construction organizations work together at a construction site, the control over the quality of soil compaction is assigned to the general contractor and technical supervision of the customer. 6. For the purpose of high-quality sand compaction in trenches that fall into the area of the carriageway, the central road laboratory of the Association of Administrative and Technical Inspections of Moscow or the road construction laboratory of NIIMosstroy determine the sand compaction coefficient and give permission for work on the restoration of the road structure. 4. MATERIAL AND TECHNICAL RESOURCES Table 4.1 cars and equipment Name of machines, equipment Brand, type Execution of technological processes Hydraulic excavators EO-2621V-3 EO-4245 EO-4225A EO-3123 etc. Hydraulic hammers for excavators "Ronson" "Rammer-700" "Rammer-1600" SP-62; SP-71 Soil compaction in pits, trenches, sinuses Vibrating plates DU-90; DU-91
Electric rammers IE-4502A IE-4505
Bulldozers DZ-42; DZ-162-1; DZ-190 and others. Backfilling of pits, trenches, sinuses Planner excavators EO-3532A UDS-114 Backfilling and distribution of soil in trenches and sinuses rollers DU-54M DU-47B Compaction of the top soil layers of trenches DU-64 DU-58A and others.
Table 4.2 Operating materials (kg) Name
Type
Brand
Quantity at
compaction
Technical
characteristic
electric rammers
vibrating plates
estimated
accepted
estimated
accepted
Excavator-planner Crawler EO-3332A 0,91
1
0,93
1
The largest digging radius - 6.8 Bulldozer Same DZ-42 0,29
1
0,26
1
Based on the DT-75 tractor. Blade length 2.52 m Electric tamper Manual IE-4504 1,4
2
0,22
1
Plate dimensions 500x460 mm. Productivity 50 m/h Vibrating plate Same 5UR31.5 —
—
0,14
1
Plate dimensions 2415×1125 mm. Productivity 750 m/h
5. ENVIRONMENTAL PROTECTION AND SAFETY RULES SAFETY REQUIREMENTS 1. When performing work, it is necessary to comply with the requirements of SNiP 12-03-2001, SNiP 12-04-2002 "Labor safety in construction", SNiP 3.02.01-87 "Earth structures, bases and foundations" and VSN 52-96 "Instructions for earthworks in road construction and in the construction of underground engineering networks. 2. Persons over the age of 18 who have passed a medical examination, special training, introductory briefing and safety briefing at the workplace are allowed to work on soil compaction. 3. All used machines, devices must have passports and inventory numbers, according to which they are recorded in special log books and periodic inspections. Specially trained workers and maintenance personnel are allowed to control construction machines and work with devices. 4. Places of work on the streets, driveways, courtyards, as well as in places where there is movement of people or vehicles, must be protected by protective fences. Warning inscriptions and signs must be installed on the fence, and at night the place of work must be illuminated. 5. Persons allowed to operate manual electric machines must have the II qualification group for safety. 6. When performing work, use only serviceable equipment and fixtures. 7. Excavation work in the zone of existing underground utilities should be carried out under the direct supervision of a foreman or foreman, and in the security zone of live cables or an existing gas pipeline, in addition, under the supervision of workers in the electric or gas sector. When unloading the soil, place the dump truck no closer than 1 m from the edge of the trench. 8. Prevent the presence of people, as well as the performance of other works in the area of action of earth-moving machines. 9. One-sided backfilling of the sinuses of freshly laid retaining networks and foundations is allowed after the implementation of measures to ensure the stability of the structure under the accepted conditions, methods and procedure for backfilling. 10. Systematically monitor the condition of trench slopes, and if cracks appear, take measures against soil collapse. 11. Systematically check the quality of soil compaction. Near the structures, all work should be carried out only during daylight hours. 12. The descent of workers into the pit (trench) and their ascent must be carried out using ladders installed on the border of the danger zone for the passage of people during the operation of the machines. ENVIRONMENTAL PROTECTION 1. It is necessary to carry out activities and work to protect the natural environment in accordance with the "Rules for organizing the preparation and production of earthworks and construction work in Moscow" (Decree of the Government of Moscow N 207 of March 17, 1998). 2. It is forbidden to use equipment for soil compaction, which is a source of emission of harmful substances into the atmospheric air and increased levels of noise and vibration. 3. All areas of the territory where soil compaction is carried out - in trenches, pits, sinuses - must be fenced in accordance with the construction plan or work scheme. 4. At the construction site, household and utility rooms for workers and engineers should be placed in accordance with regulatory requirements. Places should be equipped for storing materials, structures, products and inventory, as well as for installing construction equipment. 5. In the zone of work on soil compaction, cutting and storage of the vegetative layer of soil in special designated places should be carried out, the preserved trees should be fenced. 6. Industrial and domestic effluents generated at the construction site must be cleaned and neutralized in the manner prescribed by the construction organization project and the work performance project. 7. After laying underground engineering networks, backfilling trenches, pits, sinuses with soil and then compacting it to the required density, the ground surface must correspond to the marks specified in the work design. 8. The entire territory where work was carried out to compact the soil in trenches, pits and sinuses should be landscaped. 9. For sowing the lawn, mixtures of grasses should be used, in particular, a mixture of common comb, meadow grass, English rabgrass and red fescue. 10. For landscaping an object, considerable attention should be paid to the choice of plant species for green spaces. In this case, one should take into account the climatic, soil and hydrological conditions of the landing area, as well as the features of its planning and development. In the conditions of Moscow, trees with a dense crown should most often be used: lindens, birches, maples, poplars, larches, as well as fruit trees: apples, cherries, pears; from shrubs, acacia, jasmine, lilac, etc. should be used. 11. On streets, driveways and sidewalks with an improved road surface, trenches and pits are developed in fasteners and covered in layers with sand. These works are carried out in the presence of representatives of the technical supervision of operating organizations, road services and architectural supervision of design organizations. 6. WORK SCHEDULE Schedule of work on backfilling, leveling and compaction of non-cohesive soils of group I with a vibration plate SVP31.5
Table 6.1 Name
For planner excavator
for bulldozer
norm for 1 hour of machine operation
norm for 1 hour of machine operation
quantity per total amount of compaction work
electric rammers
vibrating plates
electric rammers
vibrating plates
Diesel fuel 6,8
51
51,6
7,9
25,2
24,7
Petrol 0,04
0,3
0,3
0,04
0,13
0,11
diesel oil 0,3
2,24
2,28
0,36
1,15
1,03
Industrial oil 0,03
0,22
0,23
0,01
0,03
0,03
Nigrol (viscosine) 0,02
0,15
0,15
0,16
0,51
0,46
Solidol 0,18
1,35
1,37
0,11
0,35
0,32
Graphite grease 0,09
0,67
0,68
—
—
—
Rope grease 0,06
0,45
0,46
—
—
—
Kerosene 0,06
0,45
0,46
0,03
0,1
0,08
Autol 0,05
0,37
0,38
0,03
0,1
0,08
Spindle oil 0,05
0,37
0,38
—
—
—
Cleaning materials 0,03
0,22
0,23
0,02
0,06
0,06
steel rope 0,03
0,22
0,23
—
—
—
Table. 6.2 Work schedule for backfilling, leveling and compaction of cohesive soils of group II by electric tamper IE-4504 Name of works
unit of measurement
Scope of work
Work executors
Working hours
per unit of measure
for the total amount of work
1
2
3
4
5
6
7
8
9
10
12
13
14
100 m 0,25 0,44 0,6 0,86
5,4 (2,7)
—
—
—
—
—
—
100 m 2,6
1,4 (0,7)
3,64 (1,82)
—
—
—
—
m 25 44 60
0,07
1,75 3,08 4,2
Diggers I razr. - 4 —
—
—
Soil compaction by electric tamper IE-4504 by layers 1st 2nd 100 m 0,25 0,44
4,1
1,05 1,8
—
—
100 m 1,37 1,54
0,66 (0,66)
0,9 (0,9) 1,02 (1,02)
Machinist 5th grade — I
—
—
—
100 m 1,37 1,54
0,33 (0,33)
0,45 (0,45) 0,51 (0,51)
—
—
Soil compaction with a vibrating plate 5UR31.5 by layers 3rd 4th 5th 6th 100 m 0,6 0,86 1,37 1,54
0,27
0,16 0,23 0,37 0,42
Digger 3 bit. — I
—
—
—
7. TECHNICAL AND ECONOMIC INDICATORS Table 7.1 Name of works
unit of measurement
Scope of work
Labor costs, man-hour (machine-hour)
Work executors
Working hours
per unit of measure
for the total amount of work
1
2
3
4
5
6
7
8
9
10
12
13
14
Backfilling of soil by excavator-planner E0-3332A by layers 1st 2nd 3rd 4th 100 m 0,22 0,39 0,53 0,76
56,2 (23,1)
1,35 (0,68) 2,42 (1,21) 3,28 (1,64) 4,72 (2,36)
Machinist 6th grade. - 1 room machinist 5 years - one —
—
—
—
—
Leveling by excavator-planner EO-3332A of the 4th layer of soil 100 m 2,6
1,4 (0,7)
3,22 (1,61)
—
—
Leveling the soil manually in layers 1st 2nd 3rd m 22 39 53
0,09
1,98 3,5 476
Diggers I razr. - 4 —
—
—
Backfilling of soil with a bulldozer DZ-42 in layers 5th 6th 100 m 1,22 1,37
0,77 (0,77)
0,94 (0,94) 1,06 (1,06)
Machinist 5th grade - one
Leveling the soil with a bulldozer DZ-42 in layers 5th 6th 100 m 1,22 1,37
0,46 (0,46)
0,56 (0,56) 0,63 (0,63)
Soil compaction by IE-4504 electric tamper by layers 1st 2nd 3rd 4th 5th 6th 100 m 0,22 0,39 0,53 0,76 1,22 1,37
5,06
1,12 1,98 2,68 3,86 6,18 6,94
Diggers 3 bit. - 2
—
—
—
—
—
—
Table 7.2 Calculation of labor costs for backfilling, leveling and compaction of non-cohesive soil of group I with a vibration plate SVP31.5 Indicators
unit of measurement
Soil compaction
vibrating plates
electric rammers
SVP12.5
SVP25
SVP31.5
SVP63.1
IE-4501 (IE-4505)
IE-4502
IE-4503 (IE-4506)
IE-4504
Excavation scope 100 m 5,06
5,06
5,06
5,06
4,49
4,49
4,49
4,49
Labor costs for the total amount of work man-days 4
4,48
3,8
4,12
14,9
6,75
19,3
6
man-days 0,79
0,89
0,75
0,81
3,32
1,5
4,3
1,34
Salary for the total amount of work rub.-cop. 20-33
22-92
19-66
21-33
70-55
32-92
89-79
28-06
The same, for 100 m of compacted soil rub.-cop. 4-01
4-52
3-88
4-20
15-70
7-s(4 20-08
6-50
Output per worker per shift 100 m 1,27
1,13
1,33
1,23
0,3
0,67
0,23
0,75
Operating time of machines for the total amount of work machine-see 1,29
1,4
1,28
1,3
1,54
1,32
1,59
1,3
The same, for 100 m of compacted soil machine-see 0,21
0,28
0,25
0,26
0,34
0,29
0,.zo 0,29
Table 7.3 Calculation of labor costs for backfilling, leveling and compaction of non-cohesive soil of group I with vibration plates SVP12.5, SVP25, SVP63.1 Name of works
unit of measurement
Scope of work
Backfilling of soil by excavator-planner EO-3332A by layers 1st 2nd 3rd 4th 100 m 0,25 0,44 0,6 0,86
5,4 (2,7)
1,35 (0,67) 2,38 (1,19) 3,24 (1,62) 4,65 (2,32)
Leveling by excavator-planner EO-2A of the 4th layer of soil 100 m 2,6
1,4 (0,7)
3,64 (1,82)
Leveling the soil manually in layers 1st 2nd 3rd m 25 44 60
0,07
1,75 3,08 4,2
Soil compaction by electric tamper IE4504 by layers 1st 2nd 100 m 0,25 0,44
4,1
1,05 1,8
Backfilling of soil with a bulldozer DZ-42 in layers 5th 6th 100 m 1,37 1,54
0,66 (0,66)
1,02 (1.02)
Leveling the soil with a bulldozer DZ-42 in layers 5th 6th 103 m 1,37 1,4
0,33 (0,33)
0,45 (0,45) 0,51 (0,51)
Compaction of the soil with a vibrating plate SVP31.5 in layers 3rd 4th 5th 6th 100 m 0,6 0,86 1,37 1,54
0,27
0,16 0,23 0,37 0,42
Table. 7.4 Calculation of labor costs for backfilling, leveling and compaction of cohesive soil of group II by electric tamper IE-4504 Name of works
Level mark, m
unit of measurement
Scope of work
Norm of time per unit of measurement, pers. -ch (mash-ch)
Labor costs for the total amount of work, pers. -ch (mash-ch)
SVP12.5
SVP25
SVP63.1
SVP12.5
SVP25
SVP63.1
SVP12.5
SVP25
SVP63.1
-3 to -1 -3 to -0.8 -3 to -0.9 100 m 2,14 —
— 2,68 —
— — 2,39
5,4 (2,7)
11,58 (5,79) — —
— 14,5 (7,25) —
— — 2,92 (6,46)
Soil leveling by excavator-planner E0-3332A -1.3 to -1 -1.2 to 43.8 -1.5 to -0.9 100 m 2,64
— — —
— 2,73 —
1,4 (0,7) — 2,68
3,7 (1,85)
—
—
— —
3,82 (1,91) —
— 3,74 (,87)
-3 to -1.3 -3 to -1.2 -3 to -1.5 m 158 — —
— 170 —
— — 127
0,07
11,05 — —
— 11,9 —
— — 8,87
Soil compaction with electric tamper IE-4504 -3 to -2.5 -3 to -2 -3 to -1.5 100 m 0,17 — —
— 0,69 —
— — 1,29
4,1
0,7 — —
— 2,84 —
— — 5,3
Backfilling the soil with a DZ-42 bulldozer -1 to 0 -0.8 to 0 -0.9 100 m 2.92 - up to 0 — 2,38 —
— — 2,67 —
0,66 (0,66)
1,93 (1,93) — —
— 1,57 (1,57) —
— —
,76 (,76)
Leveling the soil with a bulldozer DZ-42 from — 1 to 0 from -0.8 to 0 from -0.9 to 0 100 m 2,92 — —
— 2,38 —
— — 2,67
0,33 (0,33) —
— — 0,2 (0,2)
0,96 (0,96) — —
— 0,78 (0,78) —
— — 0,54 (0,54)
Soil compaction with a vibrating plate -2.5 to 0 -2 to 0 -1.5 to 0 100 m 4,89 — —
— 4,37 —
— — 3,77
0,61 — —
— 0,33 —
— — 0,19
2,98 — —
— 1,44 —
— — 0,72
Table. 7.5 Calculation of labor costs for backfilling, leveling and compaction of cohesive soil of group II with electric rammers IE-4501 (IE-4505), IE-4502, IE-4503 (IE-450B) Name of works
unit of measurement
Scope of work
Norm of time per unit of measurement, man-hour (machine-hour)
Labor costs for the total amount of work, man-hour (machine-hour)
Backfilling of soil by excavator-planner E0-3332A by layers 1st 2nd 3rd 4th 100 m 0,22 0,39 0,53 0,76
6,2 (3,1)
1,36 (0,68) 2,42 (1,21) 3,28 (1,64) 4,72 (2,36)
Leveling by excavator-planner E0-3332A of the 4th layer of soil 100 m 2,3
1,4 (0,7)
3,22 (1,61)
Leveling the soil manually in layers 1st 2nd 3rd m 22 39 53
0,09
1,98 3,5 4,76
Backfilling of soil with a bulldozer DZ-42 in layers 5th 6th 100 m 1,22 1,37
0,77 (0,77)
0,94 (0,94) 1,06 (1,06)
Leveling the soil with a bulldozer DZ-42 in layers 5th 6th 100 m 1,22 1,37
0,46 (0,46)
0,56 (0,56) 0,63 (0,63)
Soil compaction by electric tamper IE-4504 in layers 1st 100 and 0,22
5,06
1,12
2nd 3rd 4th 5th 6th 0,39 0,53 0,76 1,22 1,37
1,98 2,68 3,86 6,18 6,94
Attachment 1 Determination of soil density by probing with an elongated striker 1. The sounding method can be used to determine the density of sandy and sandy loamy soils in the field. 2. The method is based on the resistance of the soil to immersion in it of a standard round die with a diameter of 16 mm. The stamp is crushed by hitting the weight from a height of 300 mm. 3. The degree of soil density is determined in the range of optimal moisture or close to it. 4. The drummer (Fig. 1) consists of a rod with an end pin (stamp) 250 mm long (1), a guide rod 900 mm long (2), a weight of 2.5 kg (3), a restrictive ring (4), a screw (5) and handles (6). Fig.1. Elongated striker for determining the density of the soil by probing 5. The soil is tested as follows. A striker is vertically installed on the leveled ground surface. Then the weight is lifted to the restrictive ring and it is freely dropped. So repeat as many blows as it takes to immerse the drummer to a depth of 250 mm. In this case, the total number of strokes is counted. According to the calibration chart (Fig. 2), for a given type of soil, a point is found that corresponds to the number of blows obtained with the end pin of the elongated striker fully deepened. From this point, a vertical line is drawn until it intersects with the curve, after which the volumetric mass of the soil skeleton (soil density) is found on the vertical axis. Fig.2. Calibration graphs of the dependence of the number of strokes on the degree of density of soils within their optimal moisture content: a) for sandy soils; b) for sandy soils Appendix 2 Control of embankment compaction by cutting ring method The main control over the compaction of the embankment during the production process is carried out by comparing the volumetric weight of the soil skeleton taken from the embankment () with the optimal density (). Sampling and determination of the volumetric weight of the soil skeleton in the embankment is carried out using a soil sampler (Fig. 1), consisting of a lower part with a cutting ring and a striker. Fig.1. Soil sampler a - the lower part of the soil sampler; b - cutting ring (separately); c - drummer with a movable load When sampling the soil, an assembled soil sampler is placed on its cleaned surface and hammered into the ground with a drummer. Then the cover and the intermediate ring of the lower part of the sampler are removed, the cutting ring is dug in, carefully removed along with the soil, the soil is cut off with a knife flush with the lower and upper edges of the ring. The ring with soil is weighed with an accuracy of one gram and the volumetric weight of wet soil in the embankment is determined by the formula: , where is the mass of the ring, g; is the mass of the ring with soil, g; - ring crimp, see This test is performed three times. Also, the humidity of the tested soil sample is determined three times by drying a sample of 15-20 g, taken from each ring with soil, to a constant mass. The volumetric weight of the soil skeleton of the embankment is determined by the formula: , where is the weight moisture content of the soil in fractions of a unit. The resulting volumetric weight of the skeleton in the embankment is compared with the optimal density of the same soil. The coefficient characterizing the degree of soil compaction in the embankment is determined by the formula: Appendix 3 Dynamic density meter DPU "Kondor" universal for determining the quality of soil compaction 1. Universal dynamic density meter DPU "Kondor" is designed for operational quality control of soil compaction in the construction of roads, airfields and other engineering structures. 2. The DPU density meter is applicable in cases of sandy, sandy and loamy soils containing no more than 25% of solid particles larger than 2 mm. 3. When using this density meter for express quality control of road construction works, it is required, in accordance with SNiP 2.06.03-85, at least 10% of all measurements to be carried out by standard methods, in particular for soils - by weight method with sampling rings (GOST 5180-84). Technical data of the density meter Design and preparation for operation The basis of the DPU device for monitoring soil density (Fig. 1) is the working part, which includes a guide rod (1) with a handle (2), a load moving along the rod (3) and an anvil (4) , on which impacts of the falling weight (3) are applied. Fig.1. DPU device for soil density control When soil density is controlled, a rod with a conical tip (5) is screwed into the anvil (4) instead of the limiter. Soil density control 1. The density meter is assembled according to the scheme (Fig. 1), when a rod with a conical tip is screwed into the anvil. 2. The type of soil used is established based on the determination of the particle size distribution (GOST 12536-79) for non-cohesive soil, and in the case of cohesive soil, additionally, the plasticity number (GOST 5180-84). 3. An area of at least 30x30 cm in size is leveled at the controlled object, in the middle of which the first penetration is carried out. The penetrometer is installed strictly vertically to the soil surface and the rod is driven into the soil by blows of a weight to a depth of 10 or 20 cm, depending on the thickness of the backfilled soil layer. Then the rod is hammered already with the determination of the number of blows to a depth of 20 or 30 cm. To obtain an average density value, the penetration is repeated in two or three more places at a distance of at least 10-15 cm from the initial probing site. 4. The coefficient of compaction of non-cohesive soils is determined according to graph 1 according to the average of 3-4 determinations, and for cohesive soils according to graph 2. Graph 1. Determination of the compaction coefficient of non-cohesive soils: sand of medium size and coarse (1), dusty sand (2) Graph 2. Determination of the compaction coefficient of sandy loam In the latter case, with a possible change in humidity from the optimal value, it is necessary to establish the natural moisture content of the soil by drying the sample in a temperature cabinet (thermostat) to obtain more accurate density values. Humidity in this case should be expressed in relative terms, where is the optimal soil moisture, determined by the standard SoyuzDorNII compaction method. The material was prepared by Demyanov A.A. Name of works
Level mark, m
Unit of measurement
Scope of work
Norm of time per unit of measurement, man-hour (machine-hour)
Labor costs for the total amount of work, man-hour (machine-hour)
electric rammers
IE-4501 (IE-4505)
IE-4502
IE-4503 (IE-4506)
IE-4501 (IE-4505)
IE-4502
IE-4503 (IE-4506)
IE-4501 (IE-4505)
IE-4502
IE-4503 (IE-4506)
Soil backfilling by excavator-planner EO-3332A -3 to 0.8 -3 to -1 -3 to -0.75 100 m 2,46 — —
— 1,99 —
— — 2,7
6,2 (3,1)
15,2 (7,65) — —
— 12,4 (6,2) —
— — 6,8 (8,4)
Leveling the soil with a planner excavator 30-3332A -1.2 to -0.8 -1.4 to -1 -1.2 to -0.75 100 m 2,35 — —
— — —
— — 2,38
1,4 (0,7)
3,3 (1,65) — —
— 3,15 (1,57) —
— 3,34 (,67) —
Leveling the soil manually -3 to -1.2 -3 to -1.4 -3 to -1.2 m 144 — —
— 120 —
— — 144
0,09
12,9 — —
— 10,8 —
— — 2,
9
Backfilling the soil with a bulldozer D9-42 -0.8 to 0 -1 to 0 -0.75 to 0 100 m 2,03 — —
— 2,5 —
— — 1,79
0,77 (0,77)
1,56 (1,56) — —
— 1,92 (1,92) —
— — ,38 (,38)
Soil compaction with electric tamper -3 to 0 100 m 4,49 — —
— 4,49 —
— — -4,49
19,52 — —
— 5,8 —
— — 27,3
87,6 — —
— 26,1 —
— — 22,58
|
|
|
LOCAL RESOURCE STATEMENT GESN 29-02-026-03
| Name | unit of measurement |
| Backfilling with soil (sand) by a bulldozer with compaction by pneumatic rollers of tunnel floors in pits with fastening and slopes | 100 m3 backfill material |
| Scope of work | |
| 01. Receiving material for backfilling from dump trucks at the storage site with subsequent feeding under the excavator by a loader. 02. Supply of backfill material by an excavator with a grab to the backfill site. 03. Moving the backfill material with a bulldozer over a distance of 50 m. 04. Compacting the backfill material with a roller in 8 passes. 05. Watering the backfill material with water. | |
PRICE VALUES
The price takes into account the PZ of work on year 2000(Moscow prices), calculated according to HPES sample 2009. To the cost, you need to apply the indexation of the translation into current prices.
You can go to the pricing page, which is calculated based on the 2014 revision standards with additions 1
GESN-2001 was used to determine the composition and consumption of materials, machines and labor costs
LABOR
| № | Name | Unit Change | Labor costs |
| 1 | Labor costs of construction workers Category 3.8 | man-hour | 2,34 |
| 2 | Labor costs of machinists (for reference, included in the cost of EM) | man-hour | 9,97 |
| Total labor costs of workers | man-hour | 2,34 | |
| Wages of workers = 2.34 x 9.4 | Rub. | 22,00 | |
| Salary of machinists = 134.16 (for calculating invoices and profits) | Rub. | 134,16 | |
OPERATION OF MACHINES AND MECHANISMS
| № | Cipher | Name | Unit Change | Consumption | St. units. Rub. |
Total Rub. |
| 1 | 070150 | Bulldozers when working on other types of construction 96 kW (130 hp) | mash.-h | 3,25 | 94,21 | 306,18 |
| 2 | 120910 | Pneumatic rollers 16 t | mash.-h | 3,36 | 156,32 | 525,24 |
| 3 | 121601 | Watering machines 6000 l | mash.-h | 3,36 | 110 | 369,60 |
| Total | Rub. | 1 201,02 | ||||
CONSUMPTION OF MATERIALS
| № | Cipher | Name | Unit Change | Consumption | St. units. Rub. |
Total Rub. |
| 1 | 407-9085 | Priming | m3 | 110 | 0 | 0,00 |
| 2 | 411-0001 | Water | m3 | 10 | 2,44 | 24,40 |
| Total | Rub. | 24,40 | ||||
TOTAL RESOURCES: RUB 1,225.42
Schemes for the production of work by bulldozers
There are three main schemes for developing and moving soil with bulldozers: straight, side and stepped.
The direct scheme is used when digging trenches and excavations, the width of which slightly exceeds the width of the bulldozer blade; when arranging entrances, when it is allowed to dump soil in one place. Working according to this scheme, the bulldozer moves in a straight line while developing and moving the soil, reciprocating without turning. This scheme of movement of bulldozers is often called pendulum. When moving forward, the bulldozer cuts the soil in a certain section of the path, and then transports it to the dump site (working stroke). Then he returns to the place where the cutting of the soil began, moving in reverse (idling). The number of working and idle strokes of the bulldozer depends on the design depth of the excavation and the thickness of the soil chips cut in one pass.
The side scheme of the bulldozer is used when moving previously developed soil from dumps or bulk materials (sand, gravel, etc.) from bunkers, when developing light soils cut in thick layers, and also when working on slopes. At the same time, the developed soil is located on the side of the path along which the bulldozer transports it to the place of backfilling. The bulldozer captures the soil with a dump, makes a rotary movement, moving the soil to the transport path, and then transports it to the dumping site. Only a qualified bulldozer operator can work on the side scheme, since with insufficient experience in driving a bulldozer, a significant part of the soil can be lost during the turn of the bulldozer.
The stepwise scheme of development and movement of soil is mainly used in the construction of embankments, overburden operations and vertical planning of areas, when it is allowed to pour the developed soil over the entire width of the excavation. Working according to this scheme, the bulldozer develops the soil with parallel penetrations. Having moved the soil from one penetration, the bulldozer idles at an angle to the axis of the working stroke and begins the development and movement of the soil at a nearby penetration (Fig. 96).
Rice. 96. The scheme of the construction of the embankment with a bulldozer
1 - the direction of the working stroke of the bulldozer; 2 - center pegs; 3 - high-rise landmarks; 4 - backfilled soil layers; 5 - the direction of idling of the bulldozer; 6 - the direction of the working stroke of the bulldozer
The considered methods of development and movement of soil are used to a greater or lesser extent in almost all earthworks performed by bulldozers. Below are specific examples of the organization of bulldozer work on various earthworks.
When performing overburden operations with backfilling of soil into a previously mined-out space, the development of the soil is carried out by crossing penetrations inclined towards the workings at an angle of 10 ... 12 °. Soil development begins in areas located in the immediate vicinity of the upper edge of the slope of the old working. At the same time, the thickness of the cut soil layer is increased as the bulldozer approaches the working, so that it is maximum at its slope.
The vertical planning of areas with the help of bulldozers is carried out after breaking down the entire area, indicating the depth of soil removal in high areas and the height of its filling in the recesses. The soil is developed by parallel penetrations. In this case, it is advisable to use a combined scheme of development and movement of soil, which combines direct and stepped schemes.
The erection of embankments by bulldozers without the use of other machines (skating rinks, watering machines) is allowed only in cases where the technical conditions for the performance of work do not provide for soil compaction and local data allow the use of soil from reserves.
Depending on the width of the embankment, soil development is carried out in one- or two-sided lateral reserves. The embankment is erected in the following technological sequence. Before starting work, a geodetic breakdown of the embankment and lateral reserves is carried out, the purpose of which is to outline the axis and boundaries of the base of the embankment, the boundaries of the berm and reserves. Reserves are laid mainly on the upland side of the embankment with a transverse two-sided bottom slope of 0.02 to the middle of the reserve. The longitudinal slope of the bottom of the reserve should be at least 0.002 and not more than 0.008. For the convenience of work, the filling of the embankment is carried out with grippers 50 ... 100 m long.
Soil development starts from the field edge of the reserve. Moving at the first speed, the bulldozer cuts the soil in layers up to 30 cm and moves it towards the embankment. When approaching the berm, the bulldozer blade is gradually raised so as not to cut the soil on the berm. Soil is laid in the body of the embankment with rollers, placing them along the width of the embankment. The idling of the bulldozer to the reserve is carried out at the maximum reverse speed.
The soil from each penetration in the reserve is placed in the body of the embankment, placing it across the width of the embankment, after which the bulldozer starts excavating the soil at the next penetration with rollers. After filling the first layer of embankment along the entire length of the grip, the bulldozer rises to the embankment and, moving along the structure, levels the soil laid with rollers, at the same time compacting it with caterpillars. The bulldozer produces the filling of subsequent layers of the embankment in the same sequence. Having finished filling the embankment to a predetermined height, the bulldozer levels the top layer of soil, plans the berms and the bottom of the reserve, bringing the longitudinal and transverse slopes to the design marks.
Filling of embankments with a height of 1.5 ... 2 m can be carried out without layer-by-layer leveling of the poured soil immediately to full height. In this case, the working level of the embankment should be increased against the design level by 10 ... 15%, since the embankment will settle for a long time after construction is completed.
During the construction of the roadbed on the slopes, the soil is developed and moved to the semi-fill by the longitudinal and transverse strokes of the bulldozer. On slopes with a transverse slope of 8 ... 10 °, it is advisable to develop the soil with longitudinal passages. In this case, the bulldozer moves the soil into shafts located across the entire width of the half-ditch. Subsequently, the bulldozer transports the soil from the ramparts to the semi-fill, moving at an angle to the axis of the Road under construction. On slopes with a transverse slope of 12 ... 20 °, the development of the soil is carried out by transverse penetrations, on which the bulldozer moves perpendicular to the axis of the canvas under construction. This allows you to increase the productivity of the bulldozer by increasing the thickness of the cut soil layer, since the bulk of the soil moves downhill.
Before moving the soil into the semi-embankment, the surface of the slope, which is the base for the semi-embankment, is loosened or ledges are cut with a bulldozer. To protect the roadbed from the impact of surface water from the upland side, a ditcher or bulldozer, to the blade of which a special nozzle is attached, tear off a drainage ditch.
The backfilling of the trench by a bulldozer is carried out with soil from a dump located along the trench in the following technological sequence. After laying the pipeline, cable or device of another structure, it is simultaneously covered from both sides manually (so as not to damage or displace the pipeline or structure being filled) to a height of 0.25 ... 0.3 m above the top of the structure. Further backfilling of the trench is carried out by a bulldozer, moving in cross transverse passages.
The dump area is divided into separate sections, the bulldozer approaches the spoil dump at a certain angle, picks up the soil in section I and moves it into the trench. After that, with transverse penetrations, he moves the soil from section II into the trench, then with oblique penetrations from section III, transverse from section IV, etc. A similar pattern of movement of the bulldozer is also used when backfilling the foundations of buildings. With such an alternation of the directions of movement of the bulldozer, the path of moving it with the soil is reduced and the conditions for collecting soil are improved.
Backfilling of an artificial structure, the design of which does not require manual backfilling (reinforced concrete collectors, tunnels, large diameter pipes, etc.), is carried out in the following order. First, the structure is sprinkled on one side to a height of up to 0.5, then it is powdered to a height of up to 1 m on the other side with soil brought by dump trucks. The final backfilling of the structure to its full height (after it has been backfilled on both sides) is performed as indicated above. Compliance with this sequence of backfilling is necessary, since with one-sided backfilling, deformation of the structure is possible.
When cleaning slopes with bulldozers, soil dumps are located mainly along the lower edge of the slope being cleaned. This allows you to move the soil from top to bottom. With the help of bulldozers, slopes are cleaned, the steepness of which does not exceed 1: 2.5.
In some cases, cleaning of slopes is allowed with the movement of soil up the slope. The organization of work according to this scheme is advisable in areas where the bulk of the work on cleaning slopes is performed by excavators or other machines, and bulldozers only clean and level the slopes.
TO Category: - Mechanization of earthworks
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