TYPICAL TECHNOLOGICAL CARD (TTK)

REMOVAL OF WEAK SOIL AT THE BASE OF AN EMBARK WITH REPLACEMENT WITH DRAINAGE SOIL

1 AREA OF USE

1.1. A standard flow chart (hereinafter referred to as TTK) has been developed for a set of works to remove weak ground(peat) at the base of the embankment roadbed highway with its replacement with drainage soil in difficult soil-hydrological conditions, in areas with soils of low bearing capacity, classified as swamps of types I and II.

Type I - swamps completely filled with peat, allowing the work and movement of swamp equipment with a specific pressure of 0.2-0.3 kG/cm or the operation of conventional equipment using track-type roads that provide a reduction specific pressure to the surface of the deposit up to 0.2 kG/cm.

Type II - swamps completely filled with peat, allowing the work and movement of construction equipment only along temporary technological roads (beds), ensuring a reduction in the specific pressure on the surface of the deposit to 0.1 kgf/cm.

Removal of soft soil (full peat removal) is carried out on a section of road with a total length of 500 meters. Swamp of type I, peat is well decomposed, dense, layer thickness is from 0.3 to 2.2 m. The mineral bottom soil of the swamp is silty sandy loam.

1.2. The standard technological map is intended for use in the development of Work Projects (WPP) and other organizational and technological documentation, as well as for the purpose of familiarizing workers and engineers with the rules for carrying out work to remove soft soil (peat) at the base of a highway embankment with its replacement with draining soil.

1.3. The purpose of creating the presented TTC is to provide a recommended flow chart for the removal of soft soil (peat) at the base of the embankment of a highway roadbed with its replacement with drainage soil, the composition and content of the TTC, examples of filling out the necessary tables.

1.4. On the basis of the TTK, as part of the PPR (as mandatory components of the Work Project), Working Technological Maps are being developed to perform certain types of work to remove soft soil (peat) at the base of the embankment of the roadbed and replace it with drainage soil.

When linking the Standard Flow Chart to a specific facility and construction conditions, production schemes, volumes of work, labor costs, mechanization tools, materials, equipment, etc. are specified.

1.5. All working technological maps are developed according to the working drawings of the project, regulating technological support means and execution rules technological processes during the execution of work.

1.6. Regulatory framework for the development of technological maps are: SNiP, SN, SP, GESN-2001 ENiR, production standards for material consumption, local progressive standards and prices, labor cost standards, material and technical resource consumption standards.

1.7. Working technological maps are reviewed and approved as part of the PPR by the head of the General Contracting Construction and Installation Organization, in agreement with the Customer’s organization, the Customer’s Technical Supervision and the organizations in charge of the operation of this highway.

1.8. The use of TTK helps to improve the organization of production, increase labor productivity and its scientific organization, reduce costs, improve quality and reduce construction duration, perform work safely, organize rhythmic work, rational use labor resources and machines, as well as reducing the development time for project planning and unification of technological solutions.

1.9. Load bearing capacity bog soils are very low, so special bog modernization machines are used for peat removal, the pressure of which on the soil does not exceed 20-25 kPa. The technological map provides for complete peat removal of type I swamp using a complex mechanized link with an ET-16 excavator having a widened and elongated caterpillar track as a leading mechanism.

Fig.1. Excavator ET-16

1.10. The works covered by the map include:

Preparing a strip for constructing a dry peat trench;

Installation of side strips for excavator movement;

Cutting off the vegetative layer of soil on the approaches to the swamp, loading it onto dump trucks and transporting it for storage in the road reserve;

Complete removal of soft soil (installation of a peat trench) with development, loading, transportation and unloading to designated areas;

Cleaning the mineral bottom of the pit with a bulldozer after the excavator has been working;

Filling the trench with drainage soil, including its development in a quarry, transportation, placement in the trench, layer-by-layer leveling and compaction.

1.11. The work is carried out during the winter period of the year from December to March inclusive. The working hours during a shift are:

where is the time associated with preparing the machine for work and technical maintenance, as well as with breaks associated with organization and technology production process, and breaks intended for rest and personal needs of the driver, 0.85

Duration work shift and lunch break.

1.12. Draining soil from the near-piste reserve is represented by - Group II 10 bulk mass 1.8 t/m sand, sandy loam, loam, 1.0 m/day, peat- Group I 37. Soil classification corresponds to GESN-2001, Collection No. 1*.

* GESN 01 is in effect. - Note from the database manufacturer.

1.13. Work should be performed in accordance with the requirements:

SNiP 3.01.01-85*. Organization construction production;

SNiP 3.01.03-84. Geodetic work in construction;

SNiP 3.06.03-85. Car roads;

SNiP 3.02.01-87. Earthworks, bases and foundations;

SNiP. Occupational safety in construction. Part 1. General requirements;

SNiP. Occupational safety in construction. Part 2. Construction production.

2. ORGANIZATION AND TECHNOLOGY OF WORK EXECUTION

2.1. In accordance with SNiP 3.01.01-85* “Organization of construction production”, before the start of construction and installation (including preparatory) work at the site, the General Contractor is obliged to obtain, in the prescribed manner, permission from the Customer to carry out construction work (work order). Carrying out work without the specified permission is prohibited.

2.2. The implementation of work to replace soft soil at the base of the embankment is preceded by a set of organizational and technical measures and preparatory work, such as:

Obtaining permission to cut trees from forestry authorities (logging ticket);

Appointment of a person responsible for the quality and safety of work;

Marking the boundaries of the right of way subject to forest clearing;

Marking the boundaries of peat;

Providing jobs with equipment, power tool, devices brought to a state of technical readiness, as well as means of first medical care, drinking water, fire-fighting equipment and means personal protection;

Instructing team members on safety precautions and industrial sanitation.

2.3. During preparatory work The contractor is obliged:

Accept from the Customer, no later than 10 days before the start of construction, a geodetic alignment basis in the scope of Chapter 9 SP .

After the design organization has carried out surveys, the Contractor, in the presence of the Customer, carries out field acceptance of the boundary of the land right of way, which is taken out and fixed with geodetic signs on the ground. The acceptance and transfer of the assigned right of way is documented in an Act with the necessary statements and logs attached to it. Picketage marks intended for the construction of linear structures and remote points are subject to random inspection. All points to be fixed and taken out are entered into the route fixation scheme.

The customer transfers the following points and signs fixed on the ground outside the work area:

Boundaries of the land right of way;

Planned route signs fixed at least every 0.5 km;

Defining the axis, beginning, end of the route and intermediate points.

The customer also provides the following technical documentation:

Schemes for fixing the axis of the route on straight lines and curved sections, executed on the scale of the general construction plan;

Sheets: linear measurements of the route; securing the route; rappers; rotation angles; straight and curved.

2.4. The procedure for carrying out geodetic alignment works:

- mark the boundaries of the right of way (clearing).

The boundaries of the right-of-way are secured on both sides of the road with stakes on trees, and in open areas with poles and stakes. Stakes 50 cm high measuring 7.0 x 5.0 cm, pillars 180 cm high measuring 10 x 10 cm. From the pillars at a distance of 10-20 m (in alignment with pillars) stakes 1.0 m high are driven in, on which the height (H) is indicated. route axis, picket number, distance to the route axis, location (left or right), benchmark mark;

- visually check the axis of the route.

First, the direction of the route is given with poles, then the layout is corrected and the points are secured with stakes and leaders. Milestones with a height of 2.0-3.0 m are installed every 0.5-1.0 km on straight sections and every 5, 10 or 20 m on curves, depending on their radius;

- secure picketage.

Pickets and plus points are secured with pegs driven flush to the ground and guards 30 cm high. The distance between pegs and guards is 15-20 cm;

- fix the rotation angles.

Rotation angles are fixed with four signs:

In the VU (place of installation of the theodolite) with a column d = 10 cm, driven flush with the ground;

At a distance of 2.0 m along the bisector from the VU, a corner identification post with a height of 0.5-0.75 m;

Two identification posts, of the same height, outside the upcoming excavation work, on the continuation of the sides of the corner, at the same distance.

2.5. Before peat removal, the following work must be completed:

The road route was restored and secured;

A site has been prepared for soil replacement;

Entrances to and departures from the trench being developed were arranged (at each site);

Turning areas have been installed on the embankment;

Ramps and platforms are constructed from imported soil at the same time as the soil is replaced.

2.6. The scope of work to prepare the site for soil replacement includes:

Construction of temporary access roads and special sites for the location of equipment involved in soil replacement work;

Clear the right of way from bushes and small forests;

Set the boundary for removing the vegetation layer;

Perform stump uprooting, removal logging residues and boulders;

Cutting down vegetation layer soil, load it onto dump trucks and take it out for storage in a near-route reserve;

Providing temporary surface drainage.

Schemes for organizing work when excavating peat with an excavator.

Fig.2. With an excavator moving across the surface of the swamp

1 - development of peat with an excavator; 2 - transportation of soil by dump trucks; 3 - layer-by-layer leveling of soil with a bulldozer; 5 - leveling peat removed from the trench by a bulldozer

Fig.3. With the excavator moving along the backfilled embankment

4 - pushing soil into the trench with a bulldozer.

Roman numerals indicate the order of grip development

2.7. Work to replace soft soil is carried out on two grips. The size of the grip is equal to half the width of the trench being developed. At the first grip, the following technological operations are performed:

Removal of soft soil to full depth;

Extracts of drainage ditches;

Replacing weak soil with draining soil.

2.8. To ensure the stability of the embankment, soft soil is removed by digging 15-20 cm into the mineral bottom of the swamp. Using an ET-16 excavator with a digging radius of 8.2 m makes it possible to develop trenches up to 8.0 m wide along the upper section, i.e. Excavate peat using two longitudinal trenches.

The excavator performs the first and second grabs using the push-pull method from a hard, non-swamp-type surface; the excavator is installed no closer than 0.5 m from the edge of the pit being excavated; the rest are moved by transverse penetrations along the finished side strips, excavating peat to the full depth of the trench. During the development of a trench, natural freezing of the trench walls occurs, resulting in a dry trench. Excavation should be ahead of filling the lower part of the embankment by three replacement steps.

The mineral bottom of the developed pit is cleaned bulldozer B 10M. B on the catch, at least 50 m, in two passes along the track, overlapping the previous pass by 0.5 m, thereby leveling the natural base under the embankment of the roadbed.

2.9. The developed peat is loaded into VOLVO FMt dump trucks) and transported for temporary storage in designated areas. Dump trucks, removing peat from the first three grabs, move along the side strips. Then they can move along the bottom of the dug trench and the filled layer of replacement soil.

In the future, peat can be used for cladding the slopes of the embankment of the subgrade when they are strengthened by sowing grass.

2.10. Replacement soil is developed in the near-route reserve using a VOLVO EC-290B excavator and delivered to the work site VOLVO FMM dump trucks). Drainage soil delivered from the reserve is unloaded at a distance of 5 m from the edge of the trench. The dump truck turns around on the embankment and backs up to the unloading site. After unloading the soil, dump trucks are installed at the peat loading site at an angle of 15-20° to the axis of the excavator passage.

Since the unloading of peat and loading of drainage soil is carried out in one place, a circular scheme of vehicle operation is used.

Reception of soil at the unloading site is carried out by a road worker of the 3rd category. The worker gives a signal for the approach and departure of a vehicle, regulates the movement of vehicles along the width of the embankment so that rutting is not created and a more uniform compaction of the layer is ensured.

2.11. The trench is backfilled with imported drainage soil bulldozer B 10M.01 using the “from the top” method, i.e. by pushing soil into an open trench, in layers up to 1.0 m thick from the middle to the edges, using shuttle passes, followed by leveling it to the level of the swamp. The bulldozer moves the soil in second gear to the edge of the pit, gradually raising the bulldozer blade, pushes the soil into the pit and, returning in reverse to the place where the soil was collected, levels the embankment soil with the bulldozer blade.

Leveling the soil in the trench is carried out with the same bulldozer in four passes, moving the soil from the heap to a distance of up to 10 m in layers 1.0 m thick, using a shuttle pattern from the edges to the middle across the entire width of the trench, overlapping the previous trace by 0.5 m , at operating speed in second gear.

The width of the replacement soil layers is equal to the width of the base for the embankment of the roadbed, erected above the level of the swamp.

2.12. The thickness of the filled layers of replacement (drainage) soil is taken depending on the soil compactor used (see Table 1).

Maximum thickness of the compacted layer (Ku=0.95)

Table 1

Skating rink model	Total weight, t	Vibratory roller weight module, t	Amplitude,	frequency Hz		Layer thickness (cm)

If it is necessary to compact the soil to Ku=0.98, reduce the thickness of the compacted layer by a third, reduce the operating speed of the roller by a third and increase the number of its passes by a third (n=10-12).

When compacting the layers indicated in the table to Ku = 0.95, the number of roller passes with strong vibration should be in the range of 6-8, and the first two passes should be made with weak vibration or without vibration, at an operating speed of 4-5 km/h.

Each of these rollers can perform its work of compaction in three modes - static (without vibration), with weak vibration (small amplitude) and with strong vibration (large amplitude).

2.13. Simultaneously with the development of the trench, drainage ditches are developed with a width equal to the width of the excavator bucket, at a distance of 2.0-2.5 m from the base of the embankment.

Work on developing a trench and filling it is carried out simultaneously within a single cycle, i.e. immediately after its development, during the same shift. This should be done because the slopes of the trench being developed (1:0.5) quickly float away, filling the empty trench with water or liquid swamp mass.

2.14. On the second grip, the following technological operations are performed:

Working platform design;

Before compacting the replacement layer;

Layout of a layer of replacement soil.

2.15. Due to the large depth of peat excavation and the significant thickness of the dumped non-cohesive soil, the problem of its compaction is solved by using the largest and heaviest soil-compacting machines with shock-vibration action. For this purpose, a self-propelled vibratory roller CA 602D weighing 18.6 tons, capable of working water-saturated sand to a depth of 100 cm with 6-8 passes along the track with the obligatory maintenance of the drum oscillation frequency of 25-27 Hz with overlapping of the previous track by the width of the roller drum, with the movement of compaction strips from the edge of the layer to the axis. Each subsequent pass along the same track must begin after the previous passes have covered the entire width of the replacement layer. The first and last passes of the roller should be performed at a speed of 2.5-3.5 km/h, intermediate passes at a speed of 8-10 km/h. The drainage layer should be compacted to 1.00.

2.16. Simultaneously with backfilling the trench, a working platform 0.5 m thick from the same soil is poured out and leveled to the width of the base of the embankment. This platform will provide normal passage construction machines along the peat area.

As dump trucks move along the dumped platform, the lower part of the embankment is pre-compacted.

The lower part of the embankment, 0.5 m high above the swamp level, taking into account settlement, is not compacted using soil compaction equipment due to the fact that the embankment is filled with sandy soil, which is moistened from below and thereby ensures good natural compaction.

After reaching the calculated settlement, the replacement soil layer is further compacted with a vibratory roller to the required density in six passes along the track, overlapping the previous track by the width of the roller drum, with the compaction strips moving from the edge of the layer to its axis.

The compaction of the layer is carried out in one stage, since loaded vehicles moved along the dumped soil, and its directions were regulated, so rolling up the layer with a light roller is not required and the soil is immediately compacted to the required density with a heavy roller.

Each subsequent pass along the same track should begin after the previous passes have covered the entire width of the replacement layer.

The first and last passes of the roller should be performed at a speed of 2.5-3.5 km/h, intermediate passes at a speed of 8-10 km/h. The replacement layer should be compacted to 0.95-0.98. The number of roller passes along one track is accepted to be six, but it can be specified by the work manufacturer together with the construction laboratory based on the results of trial rolling.

Layout The surface of the embankment layer is performed with a motor grader after it has been further compacted to the design degree of compaction, in four passes along the track.

The transverse slope of the layer surface should be equal to 40┐ and ensure rapid removal of precipitation.

Filling of the subsequent layer for the construction of the subgrade can be done only after leveling and compacting the replacement soil layer.

Fig.4. Technology system removing soft soil at the base of the embankment

2.17. Features of work in the summer:

The lower part of the embankment is made of sand and poured into the water, filling the peat trench after reaching an elevation of 0.3-0.6 m above the water level in the swamp;

When excavating peat, the excavator moves along the laid inventory boards(see Fig. 5) or a flat flooring arranged along the top of the peat trench.

Fig.5. Scheme of developing a trench using an excavator from a sled

If the stability of the excavator on the surface of the swamp is insufficient, shields from round timber with a diameter of 16-22 cm. The area of ​​the shield that ensures the stability of the excavator on the surface of the swamp can be determined by the formula:

where is the mass of the excavator, kg;

Bearing capacity of swamp soil (14-18 kPa);

The lower part of the embankment with a height of 0.5 m above the swamp level, taking into account settlement, is not compacted using soil compaction equipment due to the fact that the embankment is filled from sandy soils, which are moistened from below and thereby ensure a good natural seal;

Work on developing a trench and filling it is carried out simultaneously within a single cycle, i.e. immediately after its development, during the same shift. This should be done because the slopes of the trench being developed (1:0.5) quickly float away, filling the empty trench with water or liquid marsh mass;

Simultaneously with the development of the trench, drainage ditches are developed with a width equal to the width of the excavator bucket, at a distance of 2.0-2.5 m from the base of the embankment;

At the same time, a working platform 0.5-1.0 m thick is poured out of sand across the width of the base of the embankment, which ensures the passage of machines and layer-by-layer filling of the upper part of the embankment to the design height.

3. REQUIREMENTS FOR QUALITY AND ACCEPTANCE OF WORK

3.1. Control and assessment of the quality of peat development work is carried out in accordance with the requirements of regulatory documents:

SNiP 3.02.01-87. Earthworks, bases and foundations;

SNiP 3.01.01-85*. Organization of construction production;

SNiP 3.06.03-85. Car roads.

3.2. Quality control of work performed must be carried out by specialists or special services, equipped technical means, ensuring the necessary reliability and completeness of control and is assigned to the head of the production unit performing peat removal work.

3.3. Drainage soils supplied to the site must meet the requirements of relevant standards and working drawings.

Before the start of soil replacement work, materials arriving at the site must be subjected to incoming inspection. Incoming inspection is carried out to identify deviations from these requirements.

Incoming control of incoming sand is carried out by taking less than 10 point samples (for a delivery volume of up to 350 m3), from which a combined sample is formed that characterizes the controlled batch and laboratory testing of such parameters as:

Grain composition of sand;

Content of dust and clay particles;

Clay content in lumps;

Class, fineness module, total residue on sieve N 063;

Filtration coefficient.

Inert materials received at the facility must have an accompanying document (passport), which indicates the name of the material, batch number and quantity of material, content of harmful components and impurities, and date of manufacture.

results input control are drawn up in an Act and entered into the Logbook for Incoming Control of Materials and Structures.

3.4. During the process of excavating and replacing soil, it is necessary to carry out operational quality control of the work. This will allow you to timely identify defects and take measures to eliminate and prevent them. Control is carried out under the guidance of a foreman (foreman), in accordance with the Operational Quality Control Scheme.

During operational (technological) control, it is necessary to check the compliance of the main production operations with the requirements established by building codes and regulations, detailed design and regulatory documents. Instrumental control of peat removal and soil replacement should be carried out systematically from the beginning to its complete completion. In this case, the following must be checked:

Depth and width of peat;

Samples of the mineral base of the swamp;

Transverse slopes and evenness of the surface of the replacement layer;

The thickness of the replacement layer is based on one measurement per 2000 m, but not less than five measurements on any area;

The degree of soil compaction of the replacement layer;

Dimensions and transverse profiles of drainage ditches.

When pouring a replacement layer, the following is not allowed:

Contamination of sand during leveling and compaction;

Snow falling into the sand.

The results of operational control must be recorded in the General Work Log.

3.5. Operational control is carried out during production operations in order to ensure timely detection of defects and take measures to eliminate and prevent them. Control is carried out under the guidance of a foreman or foreman.

3.6. The quality of work is ensured by meeting the requirements for compliance with the necessary technological sequence when performing interrelated work and technical control over the progress of work set out in the Construction Organization Project and the Work Performance Project, as well as in the Operational Quality Control Scheme of Work.

3.7. An example of filling out the Operational Quality Control Scheme is given in Table 2.

table 2

Name of operations subject to control	Composition and scope of control carried out	control	Time spending	Who controls
Installation of peat removal, filling of replacement drainage soil	Excavation depth Bottom axis displacement in plan ±20 cm Distance from the axis to the edge of the pit ±10 cm Axial heights ±50 mm Transverse slopes ±0.010┐; Width at the bottom and top ±15 cm; Bottom compaction degree 0.98	Measuring, tape measure, level, density meter	At least every 100 m at 3 points along the cross-section	Foreman Surveyor

3.8. Acceptance of the road section on which the soft soil at the base of the embankment has been replaced is documented with an Interim Acceptance Certificate for Critical Structures, in accordance with Appendix 7, SNiP 3.01.01-85*.

3.9. At the construction site, it is necessary to maintain a General Work Log, a Geodetic Control Log and a Design Organization Supervision Log.

4. CALCULATION OF LABOR COSTS AND MACHINE TIME

7.2. Responsibility for the implementation of safety measures, labor protection, industrial sanitation, fire and environmental safety rests with the work managers assigned by order.

The responsible person exercises organizational management of the work directly or through the foreman. The orders and instructions of the responsible person are mandatory for all those working on soil replacement.

7.3. Labor protection for workers must be ensured by the issuance of necessary funds individual protection (special clothing, shoes, etc.), implementation of measures for the collective protection of workers (fencing, lighting, ventilation, protective and safety devices and devices, etc.), sanitary facilities and devices in accordance with current standards and the nature of the work performed. Workers must be created the necessary conditions work, food and rest. The work is carried out in special footwear and overalls.

7.4. The timing of work, its sequence, and the need for labor resources are established taking into account the safe conduct of work and the time for compliance with measures that ensure the safe execution of work, so that any of the operations performed does not constitute a source of industrial hazard for simultaneously performed or subsequent work.

7.5. When developing methods and sequence of work, hazardous areas that arise during the work should be taken into account. If it is necessary to perform work in hazardous areas, measures must be taken to protect workers.

At the boundaries of hazardous areas, safety protective and signal fences and warning signs must be installed, clearly visible at any time of the day.

7.6. Sanitary facilities, automobile and pedestrian roads must be located outside hazardous areas. A first aid kit with medicines, a stretcher, fixing splints and other first aid equipment must be kept and constantly replenished in the workers' rest trailer. Everyone working for construction site must be provided drinking water.

7.7. The person responsible for the safe performance of work is obliged to:

Familiarize workers with the technological map for signature;

Monitor the good condition of tools, mechanisms and devices;

Explain to employees their responsibilities and the sequence of operations;

Stop work if the wind force exceeds 11.0 m/sec during heavy snowfall, heavy rain, fog or thunderstorms with visibility less than 50 m.

7.8. Persons at least 18 years of age who have completed:

Medically examined and found fit to work in construction;

Training and testing of knowledge on safe methods and techniques of work, fire safety, first aid and having a special certificate about this;

Introductory training on safety precautions, industrial sanitation and training directly at the workplace.

Repeated instruction is carried out at least once every three months. The training is recorded in a special journal.

7.9. Technical condition machines (reliability of fastening of units, serviceability of connections and working platforms) must be checked before the start of each shift.

Each machine must be equipped sound alarm. Before putting it into operation, you must sound a sound signal.

7.10. Before starting the machine, you must make sure that they are in good working order and that they have protective devices, absence of unauthorized persons at the work site.

7.11. When operating several machines following each other, it is necessary to maintain a distance of at least 10 m between them.

7.12. Drivers are prohibited from:

Work on faulty mechanisms;

Troubleshoot while on the move;

Leave the mechanism with the engine running;

Allow unauthorized persons into the mechanism cabin;

Stand in front of the disc with the locking ring when inflating the tires;

Carry out work in the area of ​​operation of cranes and power lines of any voltage.

7.13. When operating a bulldozer, the following rules must be observed:

When moving soil with a bulldozer on a lift, it is necessary to ensure that the blade does not crash into the ground;

It is prohibited to move soil uphill or downhill more than 30°;

It is prohibited to extend the bulldozer blade beyond the edge of the slope when dumping soil down the slope;

It is prohibited to work in clay soils in rainy weather;

It is prohibited to stand between the tractor and the blade or under the tractor until the engine is stopped;

During occasional stops of the bulldozer, the blade must be lowered to the ground.

7.14. When operating an excavator, the following rules must be observed:

It is prohibited to carry out any work and to have unauthorized persons within the radius equal to length booms plus 5 m;

Leveling the excavator parking area is permitted only when it is stopped;

When the excavator is moving, the boom should be installed strictly along the axis of movement, and the bucket should be lowered to a height of no more than 0.5-0.7 m from the ground and pulled up to the boom;

Moving an excavator with a filled bucket is prohibited;

It is prohibited to hold (leave) the bucket suspended;

When stopping work, the excavator boom must be moved towards the face and the bucket lowered to the ground;

The excavator operator is obliged to monitor the condition of the face and prevent the overhang of the soil layer (canopy);

During non-working hours, the excavator must be placed in a safe place, the cabin is closed, the engine is turned off, the chassis and turning parts are braked.

7.15. When operating a motor grader, the following requirements must be observed:

When turning the motor grader at the end of the profiled area, as well as at sharp turns, movement must be carried out at minimum speed;

Leveling the soil on freshly poured embankments with a height of more than 1.5 m must be done under the supervision of a responsible person;

The distance between the edge of the roadbed and the outer (along the route) wheels of the motor grader must be at least 1.0 m;

Installation of the slope and extension, moving the knife to the side to cut the slopes should be carried out by two workers wearing canvas gloves.

7.16. When working with soil compaction equipment, the following requirements must be observed:

The skating rink must be equipped with sound and signaling devices, the serviceability of which must be monitored by the operator;

On a freshly poured embankment, the wheels of the roller should be no closer than 0.5 m from the edge of the slope;

The roller operator must wear special clothing and safety goggles to protect his eyes from dust.

7.17. Minimum distance the horizontal distance from the base of the slope of the trench being developed to the nearest machine supports should be 4.0 m.

7.18. The driver should drive the dump truck in reverse to the place where the drainage soil is unloaded only at the command of the road worker who is accepting the soil.

8. TECHNICAL AND ECONOMIC INDICATORS

8.1. The numerical and professional composition of the integrated team is: 22 people, including:

Excavator driver
Excavator driver
Bulldozer driver
Motor grader operator
Roller operator
Dump truck driver
Road worker

8.2. Labor costs for peat removal are:

Labor costs of workers - 1578.60 man-hours.

Machine time for - 1240.83 machine hours.

8.3. Output per worker at peat extraction - 65m/shift.

9. REFERENCES USED

9.1. When developing the Standard Technological Map the following were used:

9.1.1. Technology and mechanization of construction production.

9.1.2. Reference manual for SNiP "Development of construction organization projects and work projects for industrial construction."

9.1.3. TsNIIOMTP. M., 1987. Guidelines on the development of standard technological maps in construction.

9.1.4. SNiP "Engineering surveys for construction. Basic provisions."

9.1.5. SNiP 3.01.03-84 "Geodetic work in construction."

9.1.6. SNiP 3.01.01-85* "Organization of construction production."

Electronic document text

prepared by Kodeks JSC and verified based on materials

When conducting any construction, a need necessarily arises. At the same time, the price of soil development has a significant impact on the overall level of costs for the developer. In this regard, it is very important to properly organize and carry out these types of work, which may include preparation for laying communications, digging wells, etc. During the work process, the soil finds a new use or is recycled.

The cost of soil development work depends on a number of factors. Its size is also influenced by the volume of work performed and the complexity of the terrain. Also, the price of developing soil with slopes largely depends on the technology for performing the work.

Prices for soil development per 1m3 using mechanized methods

Soil development mechanized way	Price
Layout and layout of the base, m2
Mechanized development of soil with an excavator into a dump, m3
Cutting of vegetation layer (up to 250 mm thick) with a bulldozer, m3
Mechanized soil development, m3
Removal of developed soil by mechanized means with loading onto vehicles, m3
Removal of developed soil by motor transport
Soil compaction, m3
Mechanized excavation of soil with an excavator with loading into dump trucks, m3	negotiable
Backfilling of soil using mechanized means, m3
Backfilling of soil into the sinuses of trenches and pits with thrombosing and watering, m3
Development of soil using a mechanized method to design marks with loading and removal of soil up to 1 km.	from 110 rub.
Development of a pit by mechanized method to the design marks with loading and removal of soil up to 1 km. and contents of the dump	from 200 rub.
Development of a pit by mechanized method to the design marks with loading and removal of soil up to 20 km.	from 350 rub.
Development of a pit by mechanized method to design marks with loading and removal with confirmation of INTUS (coupons) of soil up to 20 km.	from 400 rub.
Visit of a specialist to draw up estimates and consultations	For free
Development of a master plan for earthworks	From 70,000 rub.
Development of a Production Plan (PPP) for earthworks	Negotiable
Cleaning the area, preparing the area for construction, m2	From 45,000 rub.
	From 130 rub.
Backfilling of soil with layer-by-layer compaction, m3	From 300 rub.
Sand bedding (cushion 100-150 mm), m3	From 700 rub.
Mechanized soil movement, m3	From 750 rub.
Manual cleaning of the bottom and walls of trenches and pits, m2	From 180 rub.
Immersion of supports, pipes, sheet piles up to 20 m, linear meters.	From 750 rub.
	From 270 rub.

Soil development - we will choose the best method

The choice of technology depends on the individual characteristics of the soil on the site and other features. Also, the method used is selected based on considerations of economic feasibility, since the cost of developing 1 m3 of soil is different for each method.

There are the following main methods of work in construction and road construction:

• - using earthmoving equipment. Most often, various types of excavators are used for this purpose.
• Hydromechanical method. Provides for the development of soil with a stream of water, turning it into pulp. Used when device artificial reservoirs, installation of hydraulic structures, construction of road and other embankments and excavations.
• Explosive method. Development is carried out by performing drilling and blasting operations on the soil. It is used when it is necessary to work on rocks or frozen soil. The prices for soil development using this method are quite high.
• Drilling – development using special drilling machines.
• Combined method. Provides for the combined use of two or more of the listed methods. The most common method is to carry out work using explosive and mechanical methods.

Prices for soil development per 1m3 manually

Cutting plant soil to a depth of 300 mm. manually, m3
Manual digging of a pit and trenches into a dump
Digging frozen soil by hand
Backfilling of trenches and pit cavities manually with compaction
Manual filling of trenches and pit cavities
Manual excavation, m3
Manual territory planning, m3
Manual cleaning of the bottom and walls of pits and trenches, m3
Loading developed soil onto a dump truck manually, m3
Manual backfilling of the trench with soil, m3
Manual crushed stone preparation device, m3
Digging land for a garden/vegetable garden, 100 m2 (one hundred square meters)
Manual soil transfer up to 20 meters
Manual soil transfer up to 40 meters
Manual soil transfer up to 60 meters
Manual soil transfer up to 80 meters
Manual soil transfer up to 100 meters
Installation of sand and crushed stone bases manually, m3
Manual movement of soil across the territory with leveling and compaction, t	From 130 rub.

The most common is . It is used in more than 80% of cases. This method is universal. It is good for various types soil, can be used in fairly complex terrain, including in fairly cramped conditions.

It allows you to excavate soil while simultaneously loading it into the body of a vehicle. The excavator can also form a dump or embankment. If necessary, the development of trenches of considerable length is carried out using chain (depth up to 3.5 meters) or rotary excavators (depth up to 1.5 meters).

Also, when performing excavation work, graders are often used, with the help of which the site is leveled and the previously removed soil is moved over a certain distance. The composition of the special equipment used and its functionality affect how much soil development costs for site owners.

Favorable cost of soil development per 1 cubic meter. from professionals

Earthmoving machines are expensive special equipment, the purchase and maintenance of which is impractical for private developers and small construction companies.

For one-time or occasional work, the cost using your own equipment will be unreasonably high. That's why optimal solution in such cases, special equipment will be rented under the control of qualified operators. This will ensure high-quality work at an affordable price for developing m3 of soil.

Our company also offers other special equipment for excavation work of any level of complexity. We offer favorable prices - soil development in Moscow is available to individuals and organizations. At the same time, an extensive fleet of equipment allows us to ensure high efficiency in the execution of each order.

In addition, we can provide our own vehicles with the necessary approvals. Thus, it is fulfilled comprehensive solution tasks to prepare the site for construction or installation work. The price of soil development with loading and removal is optimal for our customers.

The boundaries in plan, the thickness of removal and storage locations of the fertile soil layer are determined by the project. Before removing the soil layer, it is necessary to carry out a breakdown, which consists of setting out the cutting and the contours of the storage shafts.

To remove and move the fertile soil layer, a special unit is organized, equipped with a bulldozer on a tractor with a traction class of 100 kN, an excavator with a bucket with a volume of 0.5-1.25 m 3, a loader with a lifting capacity of 2 tons and dump trucks with a lifting capacity of at least 7 tons. Number of vehicles depends on the distance the soil is moved to the place of use.

The thickness of the layer to be removed in the Central region of the European Emergency Situations in turfed areas is approximately 8-12 cm, in arable areas 15-18 cm, in forested areas 15-20, less often 25 cm. Additionally, the thickness of the removed layer is specified directly at the work site.

The following schemes for cutting and moving the fertile soil layer are distinguished: a) shuttle with shafts of cut soil arranged in a checkerboard pattern; b) transverse with shafts on both sides of the roadbed; c) cross-sectional; d) longitudinal-transverse.

The first scheme is used for one-sided cutting of the fertile layer on a strip up to 25 m wide. The cut soil is laid in the form of longitudinal shafts at a distance from the base of the embankment (when it is constructed from imported soils), allowing the passage of road vehicles and trucks. Killed by a bulldozer fertile layer from one edge of the cutting strip and move it to the opposite edge, where the soil is placed in longitudinal shafts. The speed of the bulldozer in the opposite direction is 1.5 times greater than when cutting. To increase the performance of the bulldozer, the soil should be cut downhill.

The length of the longitudinal shaft is calculated based on its volume and the need for soil to strengthen one half of the subgrade. Excess soil is placed on the opposite side, the deficiency is made up with imported peat or silt.

The second scheme, i.e. transverse with shafts located on both sides of the roadbed along its entire length, is applicable if the cutting width is more than 25 m. Unlike the first scheme, the fertile soil layer is cut off and moved by a bulldozer only from the axis of the street, first in one and then the other way.

Rice. 8.1. Cross-sectional scheme for removing the fertile soil layer with a bulldozer with a fixed blade during the construction of deep excavations or high embankments n - thickness of the removed fertile soil layer; A - shafts of fertile soil on both sides of the street axis; m - lane for the passage of earth-moving machines and construction vehicles; L is the width of the bulldozer blade; 1-26 passes of the bulldozer


Rice. 8.2. Longitudinal-transverse scheme for removing the fertile soil layer using bulldozers with a universal and conventional blade B - roller of cut soil; c - bulldozer with a universal blade; g - the same, with the usual one; other designations are the same as in Fig. 8.1

The third, cross-sectional scheme (Fig. 8.1), is used with a cutting width of up to 40 m or a significant thickness of the fertile layer being cut. The soil is cut off and moved along the length of the transverse cutting strip in 3-4 steps.

The fourth, longitudinal-transverse scheme is appropriate for strips more than 44 m wide, a significant thickness of the fertile layer and the presence of a universal bulldozer. Longitudinal passes of a bulldozer with a blade installed at an angle to the axis of the street cut off the fertile layer along the entire length of the cutting; intermediate soil ridges are formed (Fig. 8.2). In the future, it is possible to use a conventional bulldozer, which will move the soil perpendicular to the axis of the street outside the cutting strip. If the volume of soil within the transverse movement lane exceeds the volume taken by the bulldozer in one pass, then the direction of its movement is changed: the soil is moved at an angle to the road axis of more than 45°, taking as much of it as the bulldozer is able to move.

The length of the grip depends on the power of the bulldozer blade, the thickness of the fertile layer being cut, its humidity and density, as well as on the daily output, which does not allow over-dried soil to be placed in the shafts. The cutting area is determined by the thickness of the cut layer and the volume of soil moved by the bulldozer in one pass. With a well-turfed surface, the volume of soil removed by a heavy bulldozer reaches 4 m 3 (in a loose state). If humus-rich soil is cut, for example rich chernozem with a soil particle size of less than 25-30 mm, then the volume is reduced to 3 m 3.

If there is insufficient soil for finishing and strengthening work, add peat and mineral fertilizers to get compost High Quality. The costs associated with its preparation always pay off; in this case, the cladding layer of the subgrade can be successfully reduced by 20-30% compared to current standards.

The working cycle of a bulldozer is considered to be the cutting of the fertile layer across the designed cleared strip for the total width of the dump and an additional width of the strip (0.5-0.6 m), on which the remaining soil is cut off with simultaneous cleaning and collection.

Reducing soil losses when moving with a bulldozer and thereby increasing the Kp coefficient is achieved by using a blade with flaps and a canopy, as well as by performing work using a trench scheme (see Chapter 12).

Using the calculated productivity values ​​when clearing lanes for the construction of roadways and sidewalks, a linear graph is drawn up for each specific section of the street (city road).

a) Dimensions of the pit (at the bottom):

Length: 60 m, Width: 50 m, Depth: 4.5 m.

b) Soil: loam

c) Thickness of the plant layer: 0.2 m.

d) Distance to the soil dump: 1.5 km.

Determination of the scope of preparatory work

1. Calculation of work volumes

Preparatory work must be completed before the excavation begins. These works are intended to clear the area for the foundation pit.

They include:

removal of the plant layer (trees, shrubs) by cutting;

removal of stones;

surface leveling.

1. Calculation of pit dimensions.

   1. Pit volume

To determine the volume of the pit, we use the formula:

V boiler = H/ 6(a*b +a 1 *b 1 + (a+a 1)(b+b 1),

where H is the depth of the pit, m;

a and b – dimensions of the pit at the bottom – dimensions of the bottom of the pit, m;

a 1 and b 1 - dimensions of the pit at the top, m;

Fig. 1. Determination of pit volume

m=L/H, then L=mH,

L=0.9*9.5m=8.55m (for clay with a pit depth of 9.5 m. m=0.9).

Dimensions of the pit at the top:

where m is the slope coefficient; for pits dug with a straight shovel in loam, this coefficient is taken equal to 0.9.

a 1 = 60 + 2*0.9*9.5=77.1m;

b 1 = 50+2*0.9*9.5=58.55m;

The value of the slope coefficient “m” was taken from Table 1.

Coefficient of foundation pit slope in soft, non-watered soils. Table 1.

Knowing all the data, we find the volume of the pit:

V boiler = 9.5/6 = 35444 m 3

1. Vegetation layer volume

V rise = a 1 *b 1 *h rise,

where h grow – thickness of the plant layer, m;

h rise = 0.2 m;

Then: V rise = 77.1 * 58.5 * 0.2 = 902 m 3

1. Volume of soil to be developed

Volume of soil to be developed:

V gr = V boiler – V grow;

We obtain the volume of soil transported to the dump equal to:

V gr = 35444-902 = 34542m 3.

1. Removing the vegetation layer

When using excavators to excavate the soil of a pit, the removal of the vegetation layer is usually carried out:

Bulldozers with up to 10 tons of thrust (with a work area length of up to 100 m);

Scrappers (for work areas longer than 100 m).

The total length of the working section is:

, (7)

Where - distance from the edge of the pit to the axis of the cavalier (
).

This means that to remove the vegetation layer we use a bulldozer (from Table 4). The DZ-18 bulldozer was selected, its characteristics:

Blade length – 3.97 m,

Blade height – 0.815 m,

Cutting angle – 47 0 -57 0,

Skew angle –5 0 ,

Angle of rotation in plan – 63 0 and 90 0,

Lifting height – 1 m,

The method of changing the skew angle is manually,

Blade control – hydraulic,

Power – 79 kW/hour,

Thrust – 10 t,

Removal of the plant layer can be carried out according to the following schemes:

In this project:

Therefore, we use a two-sided scheme for removing the plant layer of soil, shown in the drawing (see drawing 5, Appendix P). The bulldozer develops the soil, moving in shuttle motion from the longitudinal axis of the pit to the axis of the cavalier. The soil movement distance varies from
when cutting and collecting a soil prism at the longitudinal axis of the pit up to when cutting soil at the edge of the site; therefore, on average it is
.The distance, including the temporary berm and half the width of the cavalier, can be taken equal to 5+5=10 m.

The operational performance of a bulldozer is determined by the formula:

P e h = q c *n c *K v,

where P e h is the operational productivity of the bulldozer, m 3 / h,

Kv is the coefficient of working time utilization; for a bulldozer we will take it: Kv = 0.8.

n c - number of cycles per hour of bulldozer operation

Estimated volume of soil in front of the dump at the end of the transportation section q c:

q c = q’ c *K e,

where q' c is the volume of the soil prism after completion of the digging operation (collection of soil into the prism), m 3,

Кз – load factor of the working body,

K z = K p * 1/K r * K uk,

where K p is the coefficient of soil loss into the side rollers when transporting the soil prism to the unloading site. It takes into account the loss of soil from the prism by dragging into the side rollers during transportation.

The value depends on the distance of movement, soil cohesion and moisture, the design of the dump and the method of moving the soil.

K p = 1 – 0.005*l tr,

where l tr – average transport length, m,

l tr = a 1/4 + s,

l tr = 77.1/4+ 10 = 29.28 m.

K p = 1 – 0.005*29.28 = 0.85,

Кр – soil loosening coefficient;

Let's take K p = 1.2

- working time utilization factor

We accept
.

Kuk – terrain slope coefficient;

Let's take K uk = 1

With the number of cycles per hour of bulldozer operation, n c = 3600/t c.

Then the formula for determining the estimated average hourly operating productivity has the form

P h e = q’ c *3600/t c * K p *1/K r *K uk *K in;

The volume of the soil prism depends on the size of the dump and the properties of the soil:

q’ c = B*H 2 /2 * 1/K pr,

where B – blade length, m;

H – dump height, m;

Kpr is the filling coefficient of the geometric volume, determined according to table 22:

According to the initial data, the soil is cohesive.

q" c = 2.64/2 * 1 *1/0.55 = 2.4 m 3.

The duration of the bulldozer operating cycle t c is determined by the formula:

t c = t k + t tr + t r + t p + t additional,

where tk is the duration of digging, s,

t k = l k /v k;

Also tk can be determined from table 24.

t tr – duration of transportation of the soil prism, s,

t tr = l tr /v tr,

where l tr = 29.28 m,

v tr – transportation speed, m/s, determined according to table 24;

According to the initial data, the traction force is 100 kN, soil type III.

v tr = 0.7 m/s;

t tr = 29.28/0.7 = 42 s.

t р – duration of soil laying, s. With concentrated unloading of the prism, it is assumed to be equal to t р = 0 s,

t p – duration of empty running, s,

t p = (l k + l tr + l p)/2*v p,

where l k is the length of the digging path, m, taken equal to l k = 5 m;

l tr = 29.28 m;

v p – empty speed, m/s, determined according to table 24;

According to the initial data, the traction force is 100 kN, soil type III.

v p = 1.23 m/s;

t p = (5 + 28.29 + 0)/2*1.23 = 21s,

t additional – additional time for gear shifting, setting up the blade and turning the bulldozer, s,

Let's take t additional = 20 s

t c = 14.4 + 42 + 0 + 21 + 20 = 97 s

P h e = 2.4 * (3600/97) * 0.85 * 0.7 = 53 m 3 / h

24.11.2018

Before starting work on the construction of the roadbed, the soil and vegetation layer is removed from the surface of future foundations of embankments and excavations, cavaliers, ditches-reserves, soil quarries, temporary warehouses for storing road-paving materials. The breakdown of work on removing and storing this layer consists of drawing out the boundaries of the cutting and the contours of the shafts for temporary storage of soil. To mark the cutting boundaries, poles with a height of 1.0...1.5 m are used, which are installed every 20...25 m.

Shafts of plant soil, depending on the terrain, can be arranged on one or both sides of the subgrade. Their volume is determined by the need for fertile soil for cladding (application) to the bottom, reserve slopes and subgrade slopes on each side. Shafts of soil and vegetation must be protected from water and wind erosion, as well as from pollution by oil products. The soil stored in them is used, as necessary, for reclamation of the territory of soil reserves and quarries, as well as all lands disturbed in the process of road construction. construction work.

The fertile soil layer to the thickness specified by the project is usually removed with an autofader or bulldozer. Before starting work, the cutting boundaries on the ground are marked with furrows, which are drawn with a plow or an autofader blade.

When laying a road through forests and valuable lands, the allocation of land for temporary storage of soil and plant soil is impractical, so it is loaded into vehicles and transported to special sites. These sites are located on low-value land.

In the case when the soil-vegetative soil has high density or there are roots left in it after uprooting the stumps, it must be loosened before cutting. The operating pattern of a bulldozer or motor grader depends on the working width at which soil is removed and moved. If it does not exceed 25 m, then the one-sided transverse method is used (Fig. 3.37). When constructing high embankments or side ditches-reserves, as well as when developing deep excavations, cutting and moving soil should be done first from one half of the strip, and then from the other. In this case, the road strip has a width of 30...40 m and cutting of the soil with rectangular shavings begins from the axis of the future road.

The performance of the bulldozer Pb when cutting and moving soil and vegetation is determined by the formula

where Tcm is the duration of the shift; V is the volume of soil moved in one cycle, m3; Kp - coefficient taking into account the loss of soil during its movement; Ki - coefficient taking into account the slope of the terrain; Kw - working time utilization factor; tc - time spent on one cycle, h; Kр - soil loosening coefficient.

The volume of soil, m, moved in one cycle is determined by the formula

where l is the length of the bulldozer blade, m; H - height of the bulldozer blade, m; K is a coefficient characterizing the properties of the soil.

Before the start of work on the construction of embankments and the development of excavations, upland ditches and enclosing shafts for drainage are arranged surface waters. Ditches are dug starting from the downstream side, with a total slope of at least 5%, ensuring the discharge of water into a natural channel, thalweg, ravine or reservoir. When constructing upland ditches on slopes, the excavated soil is laid in the form of a prism (banquet), only on the downstream side.