Bored injection piles: regulatory and executive documentation. PPR. Installation of bored piles at the construction site of an indoor sports complex

PROJECT OF WORK PRODUCTION
for the installation of bored piles at the construction of an indoor sports complex building

1 Brief description of construction conditions

1 Brief description of construction conditions

This project for the production of works (hereinafter PPR) was developed for the installation of bored piles at the construction of parts of the building of an indoor sports complex at 149V 2nd Krasnodarskaya Street, in Rostov-on-Don.

The WEP was developed on the basis of the current situation at the construction site at the time of the development of the WEP and a set of drawings made by OPTIM LLC.

The PPR provides for measures to ensure safe methods of construction and installation work performed both manually and with the help of lifting mechanisms and earthmoving equipment.

This PPR also establishes the boundaries of the land plot necessary for the implementation of construction and installation works.

The execution of construction and installation works is envisaged within the boundaries of the allotment of the land plot.

This PPR does not give the right to perform construction and installation work without a permit obtained in the prescribed manner from the inspection of the State Architectural Supervision Authority of Rostov-on-Don.

This WEP cannot be a construction organization project (COS) as part of the working documentation, as it does not meet the requirements for the composition and content of the main forms of design documents.

Prior to the start of construction and installation works, this WEP must be:

approved chief engineer of the contracting organization;

agreed with the safety engineer, with the chief mechanic and power engineer of the contracting organization.

The person responsible for the safe performance of construction and installation works with cranes, the person responsible for the safe performance of construction and installation works, slingers and crane operators must be familiarized with the project with a record of the numbers of their certificates of knowledge testing "Industrial Safety", before the start of construction and installation works. works.

Approval, coordination and familiarization with this PPR shall be carried out against signature on the construction general plan.

Amendments to the approved WEP can only be made by the developer whose signature is in this project.

The construction site is limited on the terrain:

- from the north - the existing hostel;

- from the south - a roadway and an existing 5-storey residential building;

- from the east - a park area and an existing 5-storey residential building;

- from the west - the existing hostel.

The buildings under construction combine a sports hall and a block of auxiliary premises, separated by a fire wall.

The size of the building in the axes is 23x45 m, the height of the premises at the top point is 8.63.

The building does not have a basement.

For a conditional mark of 0.00, the mark of the finished floor of the 1st floor, corresponding to the absolute mark of 46.9 according to the general plan, was taken.

According to engineering and geological surveys carried out by Dongeologiya LLC in 2007, the foundation soils of the building under construction are: heavy loam, semi-solid, non-subsidence.

Ground waters were revealed at the absolute level of 39.26 m - 40.0 m (4.7-7.1 m), i.e. below the base plate.

In the event that water is found during excavation of the pit and during the construction of the underground part of the building, it is removed by pumps of the "Gnome" type into reserve tanks, and after settling, the treated water is discharged into the storm street sewer.

Structural solutions of the building:

The project provides for bored piles with a diameter of 300 mm and a length of 6 m.

From concrete class B15 on Portland cement with mineral additives PC 400-D20-B-PL according to GOST 10178, grade W for water resistance, grade F75 for frost resistance. Concrete laying should be carried out with vibration. The bearing capacity of the pile is 15 tons (on the ground, determined by calculation). The trunk of bored piles is reinforced with welded frames 5.7 m long from reinforcing bars dia. 14 ASh and diam. 8 A-1. Frame diameter 260 mm. The protective layer of concrete for the working reinforcement of the pile is provided by welding short skids made of round steel in the form of a bracket to the three longitudinal rods of the spatial frame.

2 Site organization

In order to ensure safety during construction and installation work, do the following:

1. Fencing of the construction site area with a solid fence 2 m high in accordance with the requirements of GOST 23407-78 "Inventory fences for construction sites and sites for construction and installation works."

2. To provide temporary power supply to the construction site, lay a cable route from the existing transformer substation.

3. Install a power cabinet with a metering board at the construction site.

4. Arrange on the territory of household premises for workers.

5. Equip a place with primary fire extinguishing equipment.

6. Light up the construction site with spotlights of the PZS-35 type.

7. Make a temporary road from crushed stone 150 mm thick with a carriageway width of 3.5 m.

8. For temporary water supply, install a 2 m water tank or lay a route from the existing water supply, in accordance with the specifications for temporary water supply.

9. Prepare the necessary equipment, devices and mechanisms for work.

10. Set up a fire protection information stand before entering the construction site with the buildings and structures under construction and auxiliary buildings and structures, the traffic pattern, the location of water sources, fire extinguishing equipment and communications.

11. Install speed limit signs on the roads.

as temporary roads the carriageway of the existing road, which has a hard asphalt concrete pavement, is used and further, to the construction site along the inter-block passage.

The top layer of the pavement of the roads leading to the construction site must be repaired. Roads must be equipped with appropriate traffic signs. Places of installation of road signs must be agreed with the traffic police.

Prior to the approval of the PPR, the district administration, together with a representative of the customer (developer), draw up an act of the technical condition of access roads to the construction site. The maintenance of roads during the construction period of the facility is carried out by the customer (developer) at the expense of the funds provided for in the estimate under the article "Temporary buildings and structures".

Storage of materials should be carried out in places determined by the PPR on leveled areas. The slope of the storage areas must not exceed 5°.

The sites should be backfilled with crushed stone or sand 5-10 cm thick, and the vegetation layer removed. In winter, storage areas must be cleared of snow and ice.

Materials, products and structures when stored at the construction site must be stacked as follows:

- Pipes - in a stack of no more than two rows in height and secured with end stops or inventory metal shoes.

- Ferrous rolled metals (sheet steel, channels, I-beams, section steel) - in a stack up to 1.5 m high on linings and with gaskets.

Building materials should be placed in such a way that their markings are easily read from the side of the aisle.

Each element must be supported by two inventory linings. Linings in a stack of stored materials should be placed in the same vertical plane. As linings (under the bottom row), it is recommended to use lumber with a section of 150x150 or 200x200 mm. Gaskets must have a cross section of at least 100x100 mm. The ends of the gaskets must protrude beyond the edges of the product by at least 50 mm.

Storage of materials, products and structures on bulk non-compacted soils is not allowed.

3 Technology and organization of work

This PPR is designed to perform work on the installation of bored piles.

As the main mechanisms for the performance of the work, it is planned to use a drilling rig of the LBU-50 M type, as well as a concrete mixer of the SB-69A type - for laying the concrete mix directly into the borehole of the bored pile, the truck crane KS-4579 "Galitchanin" - for loading and unloading , as well as for the supply and installation of reinforcing cages.

The execution of construction and installation works is provided for at positive air temperatures and in accordance with the project.

Before starting work on the installation of bored piles, it is necessary to perform work on the preparation of the construction site:

- Clarification of the location of above-ground and underground engineering communications within the location of the pile field.

- Coordination with state supervision bodies, local administration of traffic patterns and pedestrians (with the provision of safe entrances and approaches to operating enterprises, buildings and structures), work production technology (with the allocation of dangerous zones, boundaries and axes of underground structures and communications).

- Vertical layout of the construction site, drainage.

- Arrangement of sites for the operation of drilling machines and construction cranes, a site for cleaning and washing casing pipes.

- Prepare places for storing materials, inventory, casing pipes, reinforcing cages and other necessary equipment.

- The organization of transportation, warehousing and storage of materials, parts, structures and equipment must comply with the requirements of standards and specifications and exclude the possibility of their damage, deterioration and loss.

- Perform a geodetic breakdown of the axes of the structure with the execution of an act with layouts of the layout marks and data on the binding to the baseline and the high-altitude reference network.

- Draw up an act of readiness of the object for the production of work.

Bored pile technology

After completing the work on site planning, laying out and fixing the axes, they begin work on the installation of bored piles.

Performing work on the installation of bored piles includes the following main operations:

- drilling of a well;

- lowering the casing pipe into the well;

- extraction of crumbling soil from the well;

- installation in the well inside the casing pipe of the reinforcing cage;

- filling the well with concrete in separate portions;

- tamping of concrete with these portions;

- gradual extraction of the casing.

Well drilling works are performed as follows:

- Drilling of each well should begin after an instrumental check of the marks of the planned surface of the earth and the position of the axes of the bored pile on the site.

- Before starting drilling of each well, the inner surfaces of the section of inventory casing pipes must be thoroughly cleaned from adhering soil and cement laitance that got on their walls during the concreting of the previous well.

- Immersion of the casing pipe into the ground is carried out by periodically turning with its simultaneous indentation, while it is necessary to constantly monitor the nature of the passable soils. When changing the type of soil, the working body should be replaced.

- If during the drilling process it is impossible to overcome the encountered obstacles, the decision on the possibility of using wells for piling should be made by the organization that designed the foundation.

- When the face reaches the design mark, it must be carefully cleaned from loosened soil.

- Upon completion of drilling, it is necessary to check the compliance with the project of the actual dimensions of the wells, the marks of their mouth, bottomhole and the location of each well in the plan, as well as to establish the conformity of the soil type of the base with the data of engineering and geological surveys and draw up an Inspection Report for hidden works performed on construction and an Intermediate Acceptance Certificate responsible structures.

Well reinforcement works:

- Installation of the reinforcing cage of the pile is carried out by a truck crane.

- The reinforcing cage of bored piles is assembled by welding from sections with a length of 4-8 m and must have an appropriate passport for it. The number of the reinforcing cage installed in the well must be recorded in the Logbook of the results of incoming inspection in the form: Appendix 1 GOST 24297-87.

The manufacturing quality of the reinforcing cage must meet the requirements of the project and GOST 14098-91 "Joints of welded reinforcement and embedded products of reinforced concrete structures. Types, designs and dimensions."

- Before installation in the well, the reinforcing cage must be thoroughly cleaned of rust and dirt.

- The method of slinging, lifting and lowering the reinforcing cage into the well should exclude the appearance of deformations in it. The frame is lowered in a position that ensures its free passage into the well. From the outside, the frame must have limiters that provide the required thickness of the concrete protective layer.

- In order to prevent displacement in terms of the reinforcing cage by the laid concrete mixture, the cage must be fixed in the design position.

- After completion of work on installation of reinforcing cages in wells, an act of survey and acceptance of boreholes with installed reinforcing cages is drawn up. The act indicates the readiness of the well for concreting and the date of commencement of concreting. Recommended forms: Certificate of examination of hidden works performed on construction and Certificate of intermediate acceptance of critical structures.

Well concreting works:

- Concreting of piles is allowed only after survey and registration of acts for covert drilling and reinforcement of pile wells. When concreting piles, the requirements of SNiP 3.03.01-87 "Bearing and enclosing structures" should be observed.


- Pile concreting should be carried out no later than 8 hours after drilling is completed. If concreting is not possible within the specified timeframe, drilling of wells should not be started, and those already started should be stopped without bringing their bottom hole by 1-2 m to the design level of SNiP 3.02.01-87 "Earth structures, foundations, foundations".

- In case of stratification of the concrete mixture during transportation, it must be re-mixed in truck mixers.

- For concreting, a receiving hopper with a concrete-cast pipe with a diameter of 250-325 mm should be used. The joints of the sections of the concrete pipe must be airtight. If there is (before concreting) water in the well with a layer of more than 20 cm, the concrete pipe must be equipped with check valves.
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Bored-injection piles (BIS) are a type of rammed pile design. During the manufacturing process, the prepared concrete mixture replaces the pre-drilled soil. They are characterized by small (120-250 mm) diameter and good flexibility (l/d = 80-120).

Production technology of bored injection piles

It consists in the fact that wells of the estimated depth and diameter are drilled for them, into which a water-cement or cement-sand mortar is then supplied under high pressure. The pressure at which the wells are filled allows the construction of both vertical and horizontal or inclined structures.

Before the solution has not solidified, a reinforced frame is immersed in it. At the end of solidification, a monolithic reinforced concrete pile is formed, which acts as a fastening element of the wall or the foundation of the foundation.

The solution is supplied through a special pipe, along the drilling auger, by pumps with a pressure of 20-30 atmospheres. Usually, a P4 grade solution that meets the standards and requirements is used.

Piling work carried out using this technology allows transferring the load to dense layers of soil, does not require exposing the foundation and digging a pit, which reduces construction time and brings significant savings.

Drilled piles can be of two types:

1. rack piles are installed in areas with a rocky base and transfer the load through the heel;
2. hanging piles are used in soils that do not have a strong bottom layer, and the load is transferred mainly through the side surface.

The pile device also differs in the method of manufacture and the method of supplying the solution:

• on clayey soils with a small amount of moisture, well casing is not performed, and the choice of the concrete mixture injection method depends on the diameter of the well;
• for unstable soils, washing with betonite mixtures and protective casing with metal pipes can be used;
• concrete mortar is injected into drilled dry wells;
• screw-driven piles that do not require pre-drilling.

Areas of use

• According to a typical technological map for pile foundations, bored piles are used for:
• reinforcement of overloaded bases;
• strengthening of foundations;
• construction in cramped conditions, in areas with dense existing buildings;
• elimination of the roll of the foundation or building;
• strengthening of the bases necessary to increase the operational loads;
• construction in difficult ground conditions;
• complex reconstruction of foundations.

Calculation of bored piles

In the manufacture of pile columns, the allowable deviations must comply with all project requirements, including the allowable deviations of the installed piles, defined in SNiP 3.02.01-87, SNiP 2.02.03-85, SP 45.13330.2012 and other sets of rules.

According to SP 50-102-2003, when installing bored injection piles, deviations from the drilling angle cannot be more than +/- 2 °, along the length - no more than +/- 30 cm from the design one.

The bearing capacity of single injection piles that are part of the foundation is determined according to formulas that take into account the state of the soil and other conditions. In this case, the results of static sounding are used, obtained by the method regulated by the section "Pile foundations" of MGSN 2.07-97

Key points, which the calculation of bored injection piles is aimed at:

• careful filling of wells with concrete mixture and its topping up in the process of subsidence;
• density of concrete and its degree of strength.

Fine-grained concretes used in the production process of injection piles must meet certain requirements and have the following indicators:

• water separation - not more than 2%;
• mobility - not less than 17 cm (along the cone of AzNII);
• density - from 2.03 g/cm3.

Control of compliance with the parameters is carried out by sampling once a day.

executive documentation

According to the requirements of the supervisory authorities, two journals are compiled as part of the as-built documentation for the installation of strengthening grouting using bored-injection piles: for the performance of work and for the manufacture of piles.

The first includes the items:

• type of machine used for drilling;
• drilling method;
• foundation type;
• material used for reinforced foundation.

The second log includes data from the work log and information about:

• type and brand of cement;
• the composition of the injection solution with the ratio of components;
• drilling fluid composition;
• the injection method used.

In addition, a report is prepared on the test results, a well layout and acts on covert work.

To accept completed work, you need:

• foundation project;
• acts of acceptance of used materials;
• acts of laboratory tests of control concrete samples made at the construction site;
• pile location plan tied to the center axes;
• if it is provided for by the project - the conclusion obtained after testing the pilot piles;
• executive layout of piles indicating the actual angles of inclination, deviation from the design position, the results of leveling the pile heads;
• acts of hidden works;
• magazines for the production of works and the manufacture of piles.

Regulations

The rules and requirements for the design, work and manufacture of piles are regulated by the relevant articles of GOST 5686-95, GOST R 1.4-2004, relevant SNiP, guidelines and other documents.

The design of foundations using bored piles is carried out in accordance with SNiP 2.02.03-85, the bearing capacity is determined by the results of static tests carried out in accordance with GOST 5686-78, and the rules for production and acceptance are discussed with SNiP 3.02.01-87

The composition of the solution used, as a rule, is the subject of a patented invention representing intellectual property.

Pile marking consists of alphabetic and numeric combinations describing the parameters and type of piles. For example, BSS 70-40-9 denotes borehole-type injection piles 70 dm long with a diameter of 40 mm and reinforcement type 9.

BURINZHSTROY performs a full cycle of design and survey, construction and installation works necessary to construct new foundations or strengthen existing foundations using bored injection piles, carries out design and construction supervision activities to ensure the safe and reliable operation of buildings of any type.

The cost of pile installation is formed depending on the conditions of work, mining and geological conditions, installation depth, reinforcement cage design, diameter and number of piles, installation method.

You can directly on the site order the calculation of the cost of bored piles. When developing estimates, the company uses prices and adjustment factors provided for by regulatory documents

Bored piles. Technologies for drilling and concreting wells

Bored piles

Preparatory work for the construction of bored piles

1. Prior to commencement of work, it is necessary to prepare the construction site for well drilling. When preparing the construction site, be guided by the construction plan and the project for the production of works.

2. All engineering and technical workers involved in the construction bored piles study the regulations, design and regulatory documentation.

3. To the head of the site, make sure that the necessary approvals, the customer's stamp and records authorizing the work to be carried out are available.

4. Fencing the construction site in accordance with the construction plan.

5. To place on the construction site amenity and technological premises in accordance with the building code.

6. Prepare forms of acts for hidden work and work logs.

7. Protect the place of work from access by unauthorized persons with a signal fence.

8. Free from foreign structures and equipment the place of work.

9. Geodetic service to accept centering axes and benchmarks according to the act.

10. Geodetic Survey to perform a stakeout piles, check the elevation of the existing site slope in all directions. The slope should be no more than 0.5% (after installation drilling machine to re-check the slope of the site).

11. The head of the site shall ensure the backfilling, leveling and covering of the area under the drilling rig with road slabs with a slope in all directions of no more than 0.5 "%.

12. Arrange access roads to the site with laying of road slabs at the base.

13. Arrange storage areas for reinforcing cages and process equipment.

15. Organize water drainage from washing concrete and casing pipes and equipment.

16. Together with the Customer, determine the places for temporary dumps of the developed soil.

17. Arrange lighting of the construction site for the possibility of conducting work around the clock.

Casing dipping and well drilling

. Drilling of the wells produced using drilling machines: 1. In this case, the slope of the site in all directions should be no more than 0.5%. After installing the rocking mechanism - table and compression, re-check the slope of the platform and, in case of deviations, level the table.

2. Resling the swing mechanism by the front eyelets. Raise and run over the pile axis, tying to the geodetic fastenings of the pile contours.

3. Using inventory slings, sling the lower knife section casing pipe and feed into the jaws of the rocking mechanism. Compress the section with a clamping ring and lowering to align the section vertically. Drive onto the pile axis completely, checking the dimensions from the fasteners. After crushing and leveling the pipe, unsling the cutter pipe.

4. At the beginning drilling it is necessary to carefully set the knife section of the casing pipe according to the level, because this sets the direction of the entire casing assembly. As the casing pipe sinks, extract the soil with a drilling tool - an auger - for the JUNTTAN PM 18-30 drilling rig and a grab - for the LIBHERR HS 843 HB base machine - soil into a temporary dump. Load the soil from the dump with a loader into dump trucks for removal.

5. Drilling wells in casing pipes should be carried out: - In sands, sandy loams without advance slaughter. The bottom of the casing pipe must be buried in the ground by at least 0.5 m; - In loams, clays, limestones, it is allowed to lead the slaughter from the bottom casing pipe up to 0.5 m.

6. At well drilling and widening in watered unstable soils, drilling must be carried out with a water load, while maintaining the water level in the well at least 3 meters above the groundwater level to prevent the influx of watered soil into the well. To do this, water is periodically added to the well, for which water supply or water delivery by tankers must be provided at the construction site. The value of the excess water level in the casing is indicated in the PPR.

7. After the top joint of the casing pipe reaches a level 0.5 m above the top of the rocker of the drilling rig, it is necessary to install the next section of the casing pipe, fix it with plug bolts, etc. Casing joints should be lubricated with used oil or grease to facilitate their subsequent separation. For ease of disassembly casing pipes clean the threads in the holes and on the plugs with metal brushes, lubricate them.

8. Installation and tightening of plug bolts is carried out simultaneously from four diametrically opposite sides with movement (installation) in one direction clockwise. The plug bolts are tightened to the maximum force "by hand". The completed joint of the casing pipes is checked by the foreman that all 100% of the plug bolts are installed and tightened.

9. During the development of the soil, it is necessary to constantly measure the immersion of the casing pipe, the level of the soil in it, note the appearance of groundwater, the actual thickness and nature of the geological layers, recording all the data in the drilling log.

10. Casing pipes are immersed to the design mark of the bottom of the pile.

11. Upon completion of drilling, it is necessary to check the compliance with the project of the actual dimensions of the well, the mark of the mouth, the bottom and the location of the well in the plan, and also to establish the conformity of the soil type of the base with the data of engineering and geological surveys.

12. Between the cleaning of the bottom of the well and the start of the concreting of the well, including all intermediate work on the installation of the reinforcing cage, concrete pipes and final preparation for concreting, should take no more than 8 hours.

13. In the event that a significant delay is foreseen with the start of work on the installation of the frame and concreting of the column, well drilling it is necessary to suspend, not reaching 1-2m to the design mark of the face.

14. When immersing casing pipes, control the working pressure in the hydraulic system of the rocking mechanism - table: the maximum allowable working pressure of the hydraulic pump is 270 bar; optimal (working) pressure during immersion and swinging of casing pipes - up to 170 bar.

Assembly and installation of the reinforcing cage

1. Reinforcing steel(rod, wire) and long products, reinforcing products and embedded elements must comply with the project and the requirements of the relevant standards. The replacement of the reinforcing steel provided for by the project must be agreed with the design organization.

2. Used to make frames fittings periodic profile A-Sh in accordance with GOST 5781-82*, embedded parts made of steel St3sp in accordance with GOST 535-88*.

3. Reinforcing cages are manufactured in the reinforcement shop at the landfill and delivered to the construction site by motor transport. In the manufacture of frames of different types, it is necessary to mark with paint - each type of frame is a separate color. A plywood tag with the brand of the frame is hung on each frame.

4. During transportation and storage at the construction site of reinforcing cages bored piles damage must be excluded. Reinforcing cages should be stored on linings that exclude the possibility of contamination of the frame rods or their freezing to the ground. In winter, it is necessary to take measures to protect the reinforcing cages from snow sticking and icing of the reinforcement (cover with polyethylene film or dornite).

5. To prevent the frame from lifting during the process well concreting, in the lower part of the frame it is necessary to weld corners or a strip. The design of the lower part of the frame is indicated in the working drawings.

6. The reinforcing cage before lowering into the well is examined and accepted according to the act.

In winter, before the frame is installed in the design position, it is visually inspected. If available on reinforcing cage snow and ice, it is necessary to clean the frame reinforcement from adhering snow and ice, if necessary, by warming it with the help of heaters. At the same time, an entry is made in the "Journal of Works" about cleaning the frame.

Well concreting

1. Before the beginning concreting well with established reinforcing cage must be examined and accepted by the act.

2. Concreting of bored piles it is carried out with a concrete mix in accordance with GOST 26633-91, grades, in accordance with the working documentation, with characteristics in accordance with GOST 7473-94 and a mobility of 18-22 cm.

3. The concreting of the column is carried out by the VPT method to the full height.

4. Before starting work concrete pipe assembled, checked for tightness and marked in length.

5. Concrete pipe Ф235mm is installed in the well and hung on the inventory "fork", which rests on the top of the casing pipe after the frame is installed. A receiving funnel with a volume of about 1 m3 is installed on top of the concrete pipe. Bottom concrete pipe does not reach the bottom of the face by 20-30 cm.

6. The initial filling of the concrete pipe with concrete mixture is carried out in the following order: - A cork made of burlap with sawdust is installed in the neck of the concrete pipe to displace water from the concrete pipe under the pressure of the weight of the concrete mixture at the beginning concreting; - At the mouth of the receiving hopper, a plug made of a metal sheet with a cable is installed to extract it; - The receiving bunker is filled with concrete mix; - With a crane, by the cable, remove the metal plug from the receiving hopper; - Proceed well concreting, feeding the concrete mixture into the receiving hopper from the concrete mixer truck.

7. In the process concreting it is necessary to constantly monitor the penetration into the concrete mixture of the bottom of the concrete pipe (at least 2.0 m and not more than 4 m) and the bottom of the casing pipes (at least 2 m) with an entry in the pile concreting log.

8. The concrete mixture is fed into the receiving funnel directly from the mixer truck (or a 1 m3 cube using an auxiliary crane).

9. Before starting concreting, it is necessary to determine the order of dismantling casing and concrete pipes. Depending on the accepted scheme of the assembled concrete-cast pipe and the volume of the settled concrete mix, you should know that: For pillars with a diameter of 1.2 m: .m concrete inside the concrete pipe with a diameter of 235 mm - 0.043 m3 For pillars with a diameter of 1.5 m: - Volume of 1 linear meter of concrete of the column of the well (diameter 1.5) m -1.766 m3 - Volume of 1 linear meter of concrete of the pillar inside the casing pipe (diameter 1.4 m ) -1.540 m3 - Volume of 1 lm of concrete inside the concrete pipe diameter 235mm - 0.043 m

10. The laying of the concrete mixture should be carried out from the conditions of ensuring the filling of at least 4 linear meters of the well per hour. After filling the next 4 meters of the well, sections of casing and concrete pipes are dismantled.

11. Concreting of the column is carried out up to a mark of 0.8 - 1.0 m above the design one based on the ascent of the slurry layer, which is cut down during the construction of the grillage.

12. During dismantling and after the completion of concreting, sections of casing and concrete-cast pipes must be washed with water to prevent the formation of cement stone on them.

13. In winter, after pile concreting, its top must be protected from freezing, for which the well, after concreting, is covered with a board shield, and after the concrete mixture has hardened, it is covered with soil.

14. In flooded sandy, subsiding and other unstable soils, the concreting of the pile should be carried out no later than 8 hours after the end of drilling, in stable soils (clays, loams) no later than 24 hours.

15. When extracting casing pipes control the working pressure in the hydraulic system: - MAX. admissible working pressure of the hydraulic pump - 300 bar; - MAX. allowable pressure at extraction force -270 bar.

Quality control of work during drilling and concreting of wells

1. At the time of laying concrete a reliable and prompt connection of the work site with the plant supplier of the concrete mixture should be organized.

2. During the installation process in well reinforcing cage and its concreting, the work foreman must keep a log of the work of the underwater well concreting, survey and acceptance of the cavity of the drilled well and widening, a summary sheet of concrete-filled piles.

3. In the process concreting subject to constant monitoring: the mobility of the concrete mix, the intensity of laying the concrete mix, the levels of the concrete mix in concrete pipe and in the well, the levels of the lower ends of concrete and casing pipes in order to determine their penetration into concrete, the volume of concrete actually laid in the pile and the volume of concrete of the pile according to the project. In winter conditions, the temperature of the laid concrete mix and the outside air temperature are controlled.

4. Before every climb casing and concrete pipes measure the actual level of concrete in the well with a measuring tape (roulette) or "lot".

5. In case of short-term delays in the supply of the concrete mixture, it is recommended to "walk" the casing and concrete-cast pipe by raising and lowering by 0.3-0.5 m.

6. To prevent the joint lifting of the frame and casing, the following precautions must be observed: - Perform strict incoming inspection of the geometric dimensions of each section of the frames at the site and, if the diameter exceeds the size by more than 25 mm, reject or correct the frame; - Protect frame sections from deformation during transportation, loading, unloading and installation; - When installing the frame in well observe its verticality, straightness and coaxiality of sections.

7. During the production process, it is necessary to conduct operational control at all technological stages (operations) in accordance with SNiP 3.06.04-91 "Bridges and pipes", SNiP 3.03.01-871 "Bearing and enclosing structures" and SNiP 3.02.01-87 "Earth structures . Foundations and Foundations.

8. Ensuring the requirements of the "Technological Regulations", the quality of work performance and design parameters is entrusted to the shift foreman, work foreman, laboratory assistants on duty.

9. The laboratory conducts the input control of the concrete mix according to the accompanying documents for the concrete mix.

10. At the place of laying the concrete mixture, the laboratory controls the following parameters: - Workability of the concrete mixture - draft of a standard cone 18-22cm at the place of laying; - The temperature of the concrete mixture before laying in the structure - not lower than +5°С in winter and not higher than +25°С; The control of the strength of concrete placed in the well is carried out by sampling the concrete mixture from each batch of concrete mixture arriving at the construction site (batch - the amount of concrete mixture laid in one pile). At least one series of samples (3 cubes 10x10x10cm in size) is taken from each batch, followed by their testing at the age of 28 days. Samples are kept under normal conditions of concrete hardening at a temperature of 20°C (+2°C) and a humidity of 95% (±5%).

11. For quality control of concrete and continuity bored poles using a non-destructive method, in the pillars specified in the working documentation of the design organization, it is necessary to lay 2 metal pipes with a diameter of 76 mm, which are welded to the frame stiffeners. Quality control of concrete must be carried out before the construction of the grillage, after which the protruding ends of the tubes are cut off.

12. Acceptance control of work on the completed stages of technological processes and on finished structural elements is carried out with the participation of representatives of technical supervision, the customer, the general contractor, the design organization (at the request of the customer) and the person responsible for the performance of work with the preparation and signing of acts of the established form.

13. When accepting finished concrete and reinforced concrete structures, the following should be checked: - The quality of concrete in terms of strength, and in some cases (at the request of the design organization and the customer) in terms of frost resistance and water resistance; - The quality of materials, semi-finished products and products used in the construction; - Planned-altitude position of the structure (according to the executive survey).

14. As soon as the pile foundation is ready for delivery and acceptance, the foreman or foreman must draw up and submit for approval the following executive documentation: wells, shells; - Certificate of examination and acceptance of the borehole before concreting the column with an executive scheme, indicating the actual location of the frame and the geological column; - Frame acceptance certificate and frame manufacturing document (when frames are manufactured in a reinforcing shop - a passport, when frames are manufactured at a construction site - a frame manufacturing log); - magazine-underwater well concreting; - The act of examination and acceptance of the pile foundation (on bored piles, shells) for the installation of a grillage; - Consolidated statement drilled wells; - Consolidated list of wells filled with concrete; - Executive scheme of the pile field in the axes and marks - Test results of control samples of concrete; - Results of tests of concrete piles for continuity; - Passport for concrete mix; - Act on stamp testing of soil at the bottom of the well (if necessary).

15. Acceptance of finished concrete and reinforced concrete structures should be drawn up in accordance with the procedure established by the customer, an act of inspection of hidden works and an act of acceptance of critical structures.

1.1 This Collection deals with the issues of quality control of work during test pile driving and installation of pile foundations based on prefabricated piles driven by driving or vibration driving, as well as in the manufacture of bored piles.

2 Normative references

3 Terms and definitions

This Collection uses the terms given in Appendix 1 of the Practical Guide for the organization and implementation of the customer's construction control (technical supervision) over the construction of capital construction facilities, in accordance with GOST R 21.1001, as well as the following terms with the corresponding definitions:

3.1 the foundation of a building or structure (hereinafter also referred to as the foundation): An array of soil that receives loads and impacts from a building or structure and transmits to the building or structure the impact of natural and man-made processes occurring in the soil mass (clause 13 of part 2 of Article 2);

3.2 engineering network: The totality of pipelines, communications and other structures intended for the engineering and technical support of buildings and structures (clause 20 of part 2 of article 2);

3.3 single pile: A pile spaced from neighboring piles in a bush, pile field, tape at a distance of more than 8 d(Appendix A SP 50-102-2003);

3.4 bored pile: A variety of reinforced concrete piles of solid or hollow section, manufactured in pre-drilled wells directly at the construction site;

3.5 grillage: A distribution beam or slab that unites groups or rows of piles on top (Appendix A SP 50-102-2003);

3.6 grillage high: Grillage, the sole of which is located above the ground surface and does not come into contact with it (Appendix A SP 50-102-2003);

3.7 grillage low: Rostverk, the sole of which is lowered to the ground or buried in it (Appendix A SP 50-102-2003);

3.8 pile foundation: A foundation that uses piles to transfer the load from a building or structure to a foundation.

4 General provisions

4.1 When installing pile foundations, it is necessary to be guided by the requirements of the Technical Regulations on the safety of buildings and structures, including:

all works " should be carried out in such a way that the negative impact on the environment is minimal and there is no threat to the life and health of citizens, property of individuals or legal entities, state or municipal property, life and health of animals and plants» (Article 34);

during the construction control over the compliance of the used building materials and products, including building materials produced in the territory where construction is carried out, with the requirements of project documentation throughout the entire construction process should be carried out» (Part 3 of Article 34).

4.2 When erecting pile foundations from cast-in-situ and prefabricated concrete and reinforced concrete, the requirements of regulatory documents on the organization of construction production, geodetic work, safety precautions, fire safety rules during construction and installation work and environmental protection should be observed.

In the production of earthworks, the construction of foundations and foundations, input, operational and acceptance control should be carried out, guided by SNiP 3.01.01 and GOST 23616. Acceptance of pile foundations should be carried out with the preparation of certificates of examination of hidden work and certificates of examination of critical structures (appendices 3 and 4 RD-11-02-2006; modified clause 4.12 of SP 50-102-2003; parts 4, 5 and 7 of article 53).

4.3 Works on the installation of pile foundations are carried out according to the project for the production of works (PPR), the development of which is carried out by the contractor on the basis of the construction organization project (COS). The WEP is agreed with the design organization that developed the pile foundation project (clause 15.1.2 of SP 50-102-2003) and the customer (clause 3.11 * SNiP 3.01.01-85 *).

The approximate composition of the PPR for the installation of pile foundations is given in the appendix to this Collection. In case of detection of incompleteness and insufficiency of PPR materials for the installation of pile foundations and control over their manufacture, documentation recommended send for revision. Otherwise, compliance with the sequence and composition of operations carried out during the input, operational and acceptance control is established on the basis of the provisions of the technological and regulatory and technical documentation that apply to these technological operations.

4.4 When surveying hidden works and critical structures, an assessment of the identified defects should be made. In this case, it is advisable to be guided by the Classifier of the main types of defects in construction and the building materials industry.

An extract from the specified Classifier regarding the arrangement of pile foundations is given in the appendix of this Collection.

4.5 Inspection of concealed work and drawing up relevant acts in cases where subsequent work must begin after a break, should be carried out immediately before the production of subsequent work.

4.6 Acceptance of foundation structures from piles is carried out based on the results of acceptance control on the basis of design and as-built documentation and is a documented evidence of the suitability of foundations for subsequent types of construction and installation work on the construction of a building and structure (modernized clause 15.5.1 of SP 50-102-2003).

4.7 Acceptance of pile foundations is carried out in two stages (paragraph 15.5.3 of SP 50-102-2003):

1) after plunging and making piles. The results of acceptance can be drawn up by the Certificate of Inspection of Critical Structures (Appendix 4 RD-11-02-2006) or the Certificate of Inspection and Acceptance of Pile Foundation on Driven Piles (Form F-33 of the Collection of Forms, Form F-33 is given in the Appendix to this Collection);

2) after performing work on the grillage device. The results of acceptance are documented by the Certificate of Inspection of Critical Structures (Appendix 4 RD-11-02-2006).

4.8 Acceptance of work on the installation of pile structures should be carried out on the basis of (modernized paragraph 15.5.5 of SP 50-102-2003):

a) a pile foundation project (Appendix B SP 50-102-2003) and a project for the production of works;

b) technological regulations for the production of works;

c) manufacturer's passports for immersed piles and prefabricated grillages, as well as crushed stone (gravel), reinforcement and ready-mixed concrete for piles and monolithic grillages manufactured at the site (Appendix D GOST 13015; GOST 19804);

d) log book of incoming quality control of materials and structures;

e) general work log (Appendix 1 RD-11-05-2007);

f) an act for the acceptance of a pit for immersion or production of piles (see Collection 2 "Technological maps for quality control during earthworks, foundations and construction of earthworks");

g) an act on the geodetic breakdown of the axes of the building and foundations and fixing the building axes (clause 3.5 of SNiP 3.01.03-84; clause 15.1.6 of SP 50-102-2003; form of the act - Appendix 2 RD-11-02-2006);

h) acts (protocols) of laboratory tests of control concrete samples (GOST 10180);

i) executive diagram of the location of piles indicating their deviations in plan, in depth and vertically, as well as executive diagrams of grillages, including: high-altitude executive diagram of piles after they are driven (driving); executive scheme of the pile field (after felling the piles); executive scheme of grillages (paragraphs 4 ÷ 6 of Appendix A GOST R 51872);

j) logs of immersion or production of piles, including:

pile driving journal (Form F-36 of the Collection of Forms). The form of the Journal is given in the appendix of this Collection;

magazine for the manufacture of bored piles (form F-41 of the Collection of Forms). The form of the Journal is given in the appendix of this Collection;

k) consolidated statements of loaded or manufactured piles (form F-37 of the Collection of Forms). The form of the Summary Statement is given in the appendix of this Collection;

l) documentation on the results of experimental work, including the results of testing piles in accordance with GOST 5686;

m) acts of examination of reinforcing cages and wells before concreting piles manufactured at the site (Appendix 3 RD-11-02-2006);

o) certificates of examination of concrete preparation, formwork, reinforcing cages before concreting of monolithic grillages manufactured at the site and acceptance of pile grillages (Appendix 3 RD-11-02-2006; paragraph 15.5.20 of SP 50-102-2003).

5 Trial driving and testing of piles

5.1 Before starting mass pile driving, it is recommended, as a rule, to perform dynamic tests of piles and, if necessary, static tests of piles, guided by the requirements of GOST 5686 (clause 15.2.14 of SP 50-102-2003).

5.2 Field control tests of piles during construction are carried out according to the test program, which is prepared taking into account the requirements given in Annex A of GOST 5686, in order to verify the compliance of the bearing capacity of piles with the design loads established in the pile foundation project (clause 4.3 of GOST 5686).

The program of field control tests of piles during construction should be drawn up taking into account the following adopted in the project:

Type and design of piles, their shape and size;

Ways of immersing piles or their device;

Design loads on piles;

Ground conditions of the object adopted in the project based on the results of engineering and geological surveys (paragraph 2 of Appendix A GOST 5686).

5.4 The number of piles to be tested during construction should be:

When testing piles with dynamic load - up to 1% of the total number of piles at this facility, but not less than 6 pcs.;

When testing piles with a static indentation load - up to 0.5% of the total number of piles at this facility, but not less than 2 pcs.;

When testing piles with a static pull-out or horizontal load - at least 2 pcs. (note to paragraph 3 of Appendix A GOST 5686).

5.5 Piles intended for testing must comply with the standards for piles or specifications (GOST 19804; GOST 13015) (clause 6.1 GOST 5686).

5.6 A pile intended for dynamic load testing, after its immersion, should not have longitudinal and transverse cracks with an opening of more than 0.2 mm, as well as chips in the pile head, which reduce the cross section of the pile by more than 15%.

A pile with a broken head, intended for testing with a static indentation load, must be chopped off at the site of destruction, and the end surface of the chopped pile shaft must be leveled to form a plane with deviations of not more than 1/100 from the design position and chips with a depth of not more than 2 cm (clauses 6.3 and 6.4 GOST 5686).

5.7 Testing of thawed soils by dynamic (shock or vibration) load is carried out with driven piles to check the possibility of piles sinking to the intended depth, to assess the bearing capacity of piles, determined by the failure value, and also to assess the relative homogeneity of soils by their sinking resistance.

For pile failure, the average immersion depth from one hammer blow or the immersion depth from the operation of a vibratory driver in one minute, expressed in centimeters, is taken.

Devices for measuring failures must provide a measurement error of not more than 1 mm (clause 7.1 of GOST 5686 []).

5.8 The procedure for conducting dynamic load tests, the duration of the "rest", i.e. a break between the end of driving and the beginning of finishing (from 3 to 20 days or more), the procedure for finishing piles is established by the test program (clauses 7.2.1 ÷ 7.2.4 GOST 5686).

During the testing process, a journal is kept, the form of which is given in Appendix D GOST 5686. The form of the Journal of field testing of thawed soils by dynamic loading is given in the appendix of this Collection.

5.9 Testing of thawed soils with static indenting, pulling out, horizontal loads is carried out in accordance with the test program and the requirements of section 8 of GOST 5686. The test program establishes: the magnitude and "steps" of the load application, the time of the load at each step and the sequence of taking readings, the accuracy of readings, etc.

During the testing process, a log is kept, the form of which is given in Annex G GOST 5686. The form of the Journal of field testing of thawed soils with static indenting, pulling out and horizontal loads is given in the appendix of this Collection.

5.10 The test results are drawn up in the form of graphs of pile displacement versus the load applied to the pile - for testing with static loads, or graphs of the change in failures and the dependence of the total number of impacts on the depth of immersion - for testing with dynamic loads (clauses 4.9, 7.3, 8.7, Annex E, K, L, M GOST 5686).

6 Installation of pile foundations

6.1 Work on the installation of pile foundations should be carried out in accordance with the project for the production of works (PPR). The approximate composition of the WEP is given in the appendix of this Collection.

6.2 When laying out the pile axes, the deviation from the design position in the plan should not exceed ± 5 mm. The design position of the piles is recommended to be fixed in place with metal pins hammered to a depth of 0.2 - 0.3 m (paragraph 15.1.6 of SP 50-102-2003).

6.3 When transporting, unloading and storing prefabricated piles, it is necessary to ensure their safety (stacking in a stack in a horizontal position with their heads to one side with a stack height of not more than 2 m). Storage in a pile of piles of various designs, lengths and sections is not allowed (paragraph 15.1.7 of SP 50-102-2003). Attention is drawn to the fact that in accordance with the provisions of paragraph 5.11 of SNiP 12-01-2004 "Organization of construction" " If violations of the established rules for warehousing and storage (of materials and products) are revealed, the contractor (construction contractor) must immediately eliminate them. The use of improperly stored and stored materials and products by the work contractor should be suspended until the issue of the possibility of their use without compromising the quality of construction by the developer (customer) is resolved, with the involvement, if necessary, of representatives of the designer and the state supervision body. This decision should be documented».

6.4 When using hammers and vibratory drivers for driving piles and sheet piles in the vicinity of existing buildings and structures, it is necessary to assess the danger of dynamic impacts on them, based on the effect of vibrations on the deformation of foundation soils, underground pipelines, process instruments and equipment, as well as permissible levels of vibrations according to sanitary standards .

It is not allowed to immerse piles with a cross section of up to 40 × 40 cm at a distance of less than 5 m, sheet pile - 1m and hollow round piles up to 0.6 m in diameter - 10 m to underground steel pipelines with an internal pressure of not more than 2 MPa (clause 11.4 of SNiP 3.02.01-87).

6.5 Additional measures to ensure the sinking of piles and sheet piles (jetting, leader wells, etc.) should be applied in agreement with the design organization in case of failure of driven elements less than 0.2 cm or vibration penetration rate less than 5 cm/min.

The use of flushing to facilitate pile driving is allowed in areas that are at least 20 m away from existing buildings and structures, and at least twice the depth of pile driving.

At the end of the descent, the flushing should be stopped, after which the pile should be additionally loaded with a hammer or a vibratory pile driver until design failure without the use of washing (clauses 11.2, 11.3 of SNiP 3.02.01-87).

6.6 Piles up to 10 m long, underloaded by more than 15% of the design depth, and piles of greater length, underloaded by more than 10% of the design depth, and for bridges and transport hydraulic structures also piles, underloaded by more than 25 cm to the design level, with a length of up to 10 m and underloaded over 50 cm with a length of piles of more than 10 m, but giving a failure equal to or less than the calculated one, should be subjected to an examination to find out the reasons that make it difficult to sink, and a decision is made on the possibility of using existing piles or sinking additional ones (paragraph 11.5 SNiP 3.02.01-87).

6.7 At the end of the dive, when the actual failure value is close to the calculated value, it is measured. Failure of piles at the end of driving or after finishing should be measured to the nearest 0.1 cm.

When driving piles with single-acting steam-air hammers or diesel hammers, the last fall should be taken equal to 30 blows, and the failure should be defined as the average value of the last 10 blows in the fall. When driving piles with double-acting hammers, the duration of the last fall should be taken equal to 3 minutes, and the failure should be determined as the average value of the depth of the pile from one blow during the last minute in the fall (paragraph11.10 SNiP 3.02.01-87).

6.8 Piles with a failure greater than the calculated one should be subjected to control finishing after their "rest" in the ground in accordance with GOST 5686. In the event that the failure during the control finishing exceeds the calculated one, the design organization must establish the need for control tests of piles with a static load and adjustment of the design of the pile foundation or its part (clause 11.11 of SNiP 3.02.01-87).

6.9 When vibrodriving piles or shell piles, the duration of the last pile is assumed to be 3 minutes. During the last minute in the pledge, it is necessary to measure the power consumption of the vibratory driver, the immersion speed with an accuracy of 1 cm / min and the amplitude of the pile or pile-shell oscillation with an accuracy of 0.1 cm - in order to be able to determine its bearing capacity (clause 11.12 of SNiP 3.02.01 -87 ).

7 Manufacture of bored piles

7.1 The manufacture of bored piles should be carried out, as a rule, after complete or local cutting or backfilling of the soil to the design mark of the grillage, and in areas covered with water - from the surface of artificial frames or scaffolds.

7.2 The construction of wells in cohesive low-moisture soils, when drilling can be carried out without fixing the walls of the wells, piles are arranged without the use of casing pipes.

In water-saturated soils, drilling of wells for piling is carried out either under the protection of casing pipes, or under the protection of clay or polymer drilling fluid, which create excess pressure in the well, preventing the destruction of its walls (paragraph 15.3.2 of SP 50-102-2003).

7.3 Excess pressure (pressure) of water may be used for fixing the surface of wells when drilling in clayey water-saturated soils, provided that the wells are located no closer than 40 m from existing buildings and structures.

Excessive pressure (pressure) for fixing the walls of wells, both in clay and sandy water-saturated soils, can be used when using polymer drilling fluids when the wells are located no closer than 5 m from existing buildings and structures, while the upper part of the wells must have a conductor casing not less than 2.5 m long (clause 15.3.12 of SP 50-102-2003; clause 11.22 of SNiP 3.02.01-87).

7.4 The level of the mud solution in the well during its drilling, cleaning and concreting must be at least 0.5 m higher than the groundwater level (or the water horizon in the water area) (clause 11.23 of SNiP 3.02.01-87).

7.5 Downhole wells during drilling should be brought to the design marks. If it is impossible to overcome the obstacle encountered in the process of drilling above the design mark of its bottomhole, the decision on the possibility of using wells for piling should be made by the design organization (clause 15.3.13 of SP 50-102-2003; clause 11.24 of SNiP 3.02.01-87).

7.6 Upon completion of drilling, it is necessary to check the compliance with the project of the actual dimensions of the wells, the marks of their mouth, the bottom and the location of each well in the plan, and also to establish the conformity of the base soil with the data of engineering and geological surveys (if necessary, with the involvement of a geologist).

When concreting dry before installing the reinforcing cage and after its installation, the well should be surveyed for the presence of loose soil in the bottomhole, scree, fallout, water and sludge (clause 15.3.14 SP 50-102-2003; clause 11.25 SNiP 3.02.01-87 ).

Concreting of piles is allowed only after examination and execution of acts for hidden drilling and reinforcement work (paragraph 15.3.17 of SP 50-102-2003).

7.7 Reinforcement of piles should be made with prefabricated frames installed in the well before concreting. In order to prevent lifting and displacement in terms of the reinforcing cage by the laid concrete mix and in the process of extracting the concrete or casing pipe, as well as in all cases of reinforcement not to the full depth of the wells, the cage must be fastened in accordance with the instructions of the PPR (paragraph 15.3.16 of SP 50- 102-2003).

7.8 In flooded sandy, subsidence and other unstable soils, concreting of piles should be carried out no later than 8 hours after drilling is completed, and in stable soils - no later than 24 hours. without bringing their bottomhole by 1 - 2 m to the design level and without drilling widening.

Concreting of wells drilled under the protection of a drilling polymer mud should begin no later than 5 hours after the final cleaning of their bottomhole, provided that prior to this cleaning, stabilization of the solution was achieved, corresponding to a change in the sand content in it by no more than 1% in 30 minutes ( clause 15.3.18 SP 50-102-2003).

7.9 The concrete mixture in the well should be placed using the vertically moving pipe (VPT) method. For concreting, a receiving hopper with a concrete pipe with a diameter of 250÷ 325 mm. If there is water in the well with a layer of more than 20 cm, the concrete pipe must be equipped with a check valve (paragraph 15.3.19 of SP 50-102-2003).

7.10 The supply of concrete mixture into the well is carried out until the clean (without sludge) concrete mixture reaches the surface and ends with the removal of the contaminated layer of concrete mixture. After that, in the presence of a casing pipe, its last section is removed and the pile head is formed (paragraph 15.3.22 of SP 50-102-2003).

7.11 The device of widening at the lower end of bored piles is carried out using special expanders mechanically or using camouflage explosions (paragraphs 15.3.29, 15.3.30 of SP 50-102-2003).

The volume of concrete mixture laid before the explosion of the camouflage charge must be sufficient to fill the volume of the camouflage cavity and the pile shaft to a height of at least 2 m.

In the process of installing a camouflage widening of each pile, it is necessary to control the marks of the explosive charge lowered into the bottom and the surface of the concrete mixture in the pipe before and after the explosion (paragraph 11.29 of SNiP 3.02.01-87).

Attachment 1

1 The composition of the project for the production of works (PPR) includes (clause 15.1.3 of SP 50-102-2003):

a) the construction plan of the facility with drawing on it the boundaries and marks of the pit, axes of pile rows, electricity and water supply networks, the location of household and industrial communications;

b) a list of required machinery and equipment (see paragraph of this annex);

c) technological schemes of the main production processes (diagrams of the movement of pile drivers and drilling machines during the installation of piles, schemes for pulling piles, reinforcement, frames to mechanisms, etc.);

d) schemes for the placement of temporary roads, storage areas for piles and other building structures and materials;

e) construction schedule;

f) schedules for transporting piles, structures to the site, the need for workers and basic construction machines;

g) a brief explanatory note with the calculation of the need for construction machines and the feasibility study of the WEP;

h) additional requirements for the performance of work, specific to a given facility, depending on the engineering-geological, hydro-geological, climatic and environmental conditions of the site and the type of structures.

The project for the production of works must indicate specific technical means, their type and characteristics used in the performance of work on the installation of foundations, as well as means for quality control of work (clause 15.1.8 of SP 50-102-2003), including:

a) main technical means: pile drivers, installations, hammers and jacks for driving piles; drilling rigs and pneumatic punches for the manufacture of piles; crane equipment used for mounted pile driver booms or drilling tools; large-capacity concrete mixer trucks for the preparation and delivery of cast concrete piles produced at construction sites;

b) auxiliary technical means: motor vehicles; earthmoving machines; loading and unloading facilities; compressors; welding equipment; pile caps; inventory clamps for felling pile heads; jackhammers; concrete pipes; bunkers and buckets for laying concrete mix;

c) means for quality control of work performance: geodetic instruments; failure meters; gamma densitometers; devices for non-destructive methods for determining the classes of concrete piles and grillages, the actual thickness of the concrete protective layer.

d) a list of works and structures, the quality indicators of which affect the safety of the facility and are subject to conformity assessment during the construction process;

e) limit values ​​of the parameters controlled according to the list specified in p/p "d", the permissible levels of non-compliance for each of them;

f) instructions on methods and methods of control and measurements, sample size, control tools, etc., including in the form of references to the relevant regulatory and technical documents.

Annex 2

(Extraction of the provisions of subsection 2.2 "Pile foundations" of Section II "Classification of defects by main types of construction and installation works" of the Classifier)

No. p / p	Deviations from design decisions and violations of the requirements of regulatory documents, qualified as defects	Classification of defects according to GOST 15467-79	Defect detection methods
	Trial pile driving was not carried out, and therefore the failure value was not determined by the test	critical	Availability of test data
	Piles are driven without receiving a design failure or are not buried to the design level	critical	Executive documentation data
	Deviations of piles in plan or from the vertical exceed the standard values	critical	Visual inspection with measurements. Data of the executive geodetic scheme
	The bottomhole cleaning for bored piles was not performed, the conformity of the soil type of the foundation with the data of engineering and geological surveys was not established	critical	Availability of laboratory research data and executive documentation
	Concreting of bored piles was carried out with a long break after completion of well drilling without additional stripping and acceptance	critical	Data of the journal of production of works and executive documentation. Onsite check
	Bored piles are not buried in solid soils to the required design or standard value	critical	Data from laboratory studies
	The gap in time between the preparation of a well in permafrost soils and the immersion of a pile by a drill-and-drill method exceeds the standard	critical	On-site check. Data of the journal of production of works and executive documentation.
	The pile was driven by the bored method in permafrost soils before the well was filled with soil or special mortar.	critical	Too
	Piles were lowered into permafrost soils before the expiration of the set time after thawing of the soil	critical	On-site check. Data of the journal of production of works and executive documentation.
	Pile driving into permafrost soils by the drilling method was carried out in a leader hole with a depth less than the pile insertion depth or in the presence of coarse-grained inclusions in the soil	critical	Too
	Anchoring of piles in grillages does not correspond to the design solution, including in foundations, where the perception of horizontal load is provided	critical	Onsite check
	Inconsistency of equipment for driving piles with the choice made	significant	Selection data and equipment used
	Violation of pile driving technology	significant	On-site check. Pile log data
	The displacement of the axes of the bored pile head relative to the geometric axes of the piles exceeds the standard	significant	On-site measurements
	Exceeding the diameter of the well with the bored method of immersing piles in permafrost soils less than the standard value	significant	Measurements on site. Job Log Data
	Non-compliance with the requirements on the temperature of the permafrost along the length of the pile when it is immersed by the bored and lowering method	significant	Data of laboratory measurements
	Deviations from the design position of prefabricated grillages more than standard values	significant	Measurements on site. Data of the executive geodetic scheme
	Deviations in geometric dimensions, elevations of the grillage, the top of the glass-type foundation, as well as the bottom of the glass of more than normalized values	significant	Too
	Irregularity of the surface of the base embedded plate in the foundations for steel columns "____" ____________ 20___ Commission consisting of: ______________________ (positions, surnames, initials) _______________________________________________________ made a survey and acceptance of the pile foundation (sheet piling) ____ ___________________________________________________________________________ Commissions submitted: 1. Working drawings of the base, fencing of pits with fastening No. __________ developed by ________________________________________________________________ (name of company) with the application on them of all deviations from the project, made during the construction process and agreed by the design organization. 2 General work log No. __________________________________________________ 4. Pile driving log ________________________________________________ The commission, having familiarized itself with the submitted documents and having checked the work performed in kind, established: 1. Marking the natural surface of the soil at the pit _______________________ 2. Soil was cut to the mark _____________________________________ 3. The pit was dug up to the mark ______________________________________________ at the design mark __________________________________________ __________ 4. Passport No. ___________ __ _______________________________________________ (on piles 4.1. Leveling was made from benchmark No. _________________________________ the mark of which (in the marks adopted in the project) __________________ __________ 5. The pit has a sheet piling (backfill fastening) ______________ made from _______________________ driven to a depth of ____ m to ____ m below the bottom of the pit at the driving depth according to the project ___ ______________________ m guardrail top mark _______________________ ___________________________ Compliance with the design and condition of the fence and fastening _____ ________________ 6. The mark of the lowest groundwater ______________________________________ 7. Marking the water in the pit at the beginning of the drainage ______________________________ 8. Marking of water outside the pit as of the date of drawing up the act ____________________________ 9. Intensity of drainage ______________________________________ cub. m/hour 10. The soil at the bottom of the pit consists of _______________________________________ 11. Loaded for pile foundation, according to logs No. _________________ pile driving and pile plan ___________ ___________________ PCS. piles with a diameter / section, cm, to a depth of ______________ m to _____________ m. The piles are loaded ___________ with the weight of the shock part ________________________ kg with the energy of one impact ________________________________________________ kgm. 12. When driving piles, washing was applied/was not applied. 13. Results of tests of piles with dynamic and static loads (according to acts No. ___________________ dated ____________________). Based on the foregoing, the Commission decided: 1. _______________________________________________________________________ 2. Recognize the quality of work _________________________________________________ 3. Allow further work on ________________________________ Annex - Executive diagram of the position of the mounted structure in plan and according to the marks with reference to the axes of the structure according to instrumental survey data. m.p. Name of contractor _______________________________________ Construction (reconstruction) _____________________________________________ An object __________________________________________________________________ Pile driving log (with no.________ by no. _________) Start __________________ End _______ _____________________________ 1. Copra system _______________________________________________________________ 2. Type of hammer ____________________________________________________________ 3. Mass of the impact part of the hammer ___________________________________________ kg 4. Pressure (air, steam) ____________________________________________ MPa Headband type and weight ________________________________________________ kg Pile No. _________ (according to the plan of the pile field) 1. Date of driving _________________________________________________________ 2. Brand of pile ____________________________________________________________ 3. Absolute mark of the soil surface at the pile _____________________________ 4. Absolute mark of the pile tip _____________________________________________ 5. Design failure, see _________________________________________________ Collateral No. Lifting height of the impact part of the hammer, cm Number of strokes in pledge Depth of immersion of a pile from a pledge, cm One hit rejection, see Note Performer _____________________________________________________________ (signature, in brackets indicate the surname, acting)