Cn earthworks updated edition. Earthworks, foundations and foundations. Explosive works in soils

04.11.2021

Before sending an electronic application to the Ministry of Construction of Russia, please read the rules of operation of this interactive service set out below.

1. Electronic applications in the field of competence of the Ministry of Construction of Russia filled in in accordance with the attached form are accepted for consideration.

2. An electronic appeal may contain a statement, complaint, proposal or request.

3. Electronic appeals sent through the official Internet portal of the Ministry of Construction of Russia are submitted for consideration to the department for working with citizens' appeals. The Ministry provides an objective, comprehensive and timely consideration of applications. Consideration of electronic appeals is free of charge.

4. According to federal law dated 02.05.2006 N 59-FZ "On the procedure for considering citizens' applications Russian Federation"Electronic appeals are registered within three days and sent, depending on the content, to the structural divisions of the Ministry. The appeal is considered within 30 days from the date of registration. An electronic appeal containing issues that are not within the competence of the Ministry of Construction of Russia is sent within seven days from the day of registration with the relevant body or official, whose competence includes resolving the issues raised in the appeal, with notification of this to the citizen who sent the appeal.

5. An electronic appeal is not considered when:
- the absence of the name and surname of the applicant;
- indication of an incomplete or inaccurate postal address;
- the presence of obscene or offensive expressions in the text;
- the presence in the text of a threat to the life, health and property of an official, as well as members of his family;
- using a non-Cyrillic keyboard layout or only capital letters when typing;
- the absence of punctuation marks in the text, the presence of incomprehensible abbreviations;
- the presence in the text of a question to which the applicant has already received a written answer on the merits in connection with previously sent appeals.

6. The response to the applicant of the appeal is sent to the postal address specified when filling out the form.

7. When considering an appeal, it is not allowed to disclose the information contained in the appeal, as well as information relating to the private life of a citizen, without his consent. Information about the personal data of applicants is stored and processed in compliance with the requirements of Russian legislation on personal data.

8. Appeals received through the site are summarized and submitted to the leadership of the Ministry for information. The answers to the most frequently asked questions are periodically published in the sections "for residents" and "for specialists"

“SP 45.13330.2012. Set of rules. Earthworks, foundations and foundations. Updated version of SNiP 3.02.01-87 (approved by Order of the Ministry of Regional Development of Russia dated December 29, 2011 N 635/2) Document ... "

-- [ Page 1 ] --

"SP 45.13330.2012. Code of rules. Ground

structures, foundations and foundations.

Updated edition of SNiP

(approved by Order of the Ministry of Regional Development of Russia dated

12/29/2011 N 635/2)

Document provided by ConsultantPlus

www.consultant.ru

Save date: 11/26/2013

"SP 45.13330.2012. Code of Practice. Earthworks,

bases and foundations. Updated version Document provided by ConsultantPlus

Save date: 11/26/2013

SNiP 3.02.

(approved by Order of the Ministry of Regional Development of Russia of December 29, 2011 N 635/2) Approved by Order of the Ministry of Regional Development of Russia of December 29, 2011 N 635/2 CODE OF RULES

EARTH STRUCTURES, BASES AND FOUNDATIONS

UPDATED VERSION SNiP 3.02.

01-87 Earthworks, Grounds and Footings SP 45.13330.2012 Date of introduction January 1, 2013 Preface Government of the Russian Federation dated November 19, 2008 N 858 "On the procedure for the development and approval of sets of rules."

About the set of rules

2. Introduced by the Technical Committee for Standardization TC 465 "Construction".

3. Prepared for approval by the Department of Architecture, Construction and Urban Policy.

4. Approved by the Order of the Ministry of Regional Development of the Russian Federation (Ministry of Regional Development of Russia) on December 29, 2011 N 635/2 and entered into force on January 1, 2013.

5. Registered federal agency on technical regulation and metrology (Rosstandart). Revision 45.13330.2010 "SNiP 3.02.01-87. Earthworks, bases and foundations".

Information about changes to this set of rules is published in the annually published information index "National Standards", and the text of changes and amendments - in the monthly published information indexes "National Standards". In case of revision (replacement) or cancellation of this set of rules, a corresponding notice will be published in the monthly published information index "National Standards". Relevant information, notification and texts are also posted in the public information system - on the official website of the developer (Ministry of Regional Development of Russia) on the Internet.

Introduction

Updating and harmonization of SNiP was carried out on the basis of scientific research carried out in recent years in the field of foundation engineering, domestic and foreign experience in the application of advanced technologies construction industry and new means of mechanization

– – –

construction and installation works, new building materials.

Update SNiP 3.02.

01-87 performed by NIIOSP named after V.I. N.M. Gersevanova - by the Institute of JSC "Research Center "Construction" (Doctor of Technical Sciences V.P. Petrukhin, Candidate of Technical Sciences O.A. Shulyatyev - leaders of the topic;

doctor of tech. Sciences: B.V. Bakholdin, P.A. Konovalov, N.S. Nikiforova, V.I. Sheinin; tech candidates. Sciences:

V.A. Barvashov, V.G. Budanov, Kh.A. Dzhantimirov, A.M. Dzagov, F.F. Zekhniev, M.N. Ibragimov, V.K. Kogay, I.V. Kolybin, V.N. Korolkov, G.I. Makarov, S.A. Rytov, A.N. Skachko, P.I. Hawks; engineers: A.B.

Meshchansky, O.A. Mozgachev).

1 area of use

This set of rules applies to the production and acceptance of: earthworks, arrangement of bases and foundations in the construction of new, reconstruction and expansion of buildings and structures.

These rules should be observed when arranging earthworks, bases and foundations, drawing up projects for the production of works (PPR) and organizing construction (POS).

When excavating, arranging foundations and foundations for hydraulic structures, water transport structures, reclamation systems, main pipelines, roads and railways and airfields, communication and power lines, as well as cable lines for other purposes, in addition to the requirements of these rules, the requirements of the relevant sets of rules that take into account the specifics of the construction of these structures.

This set of rules uses references to the following regulatory documents:

SP 22.13330.2011 "SNiP 2.02.01-83*. Foundations of buildings and structures" SP 24.13330.2011 "SNiP 2.02.03-85. Pile foundations" SP 28.13330.2012 "SNiP 2.03.11-85. Corrosion protection of building structures "SP 34.13330.2012 "SNiP 2.05.02-85*. Highways" SP 39.13330.2012 "SNiP 2.06.05-84*. Dams made of soil materials" SP 47.13330.2012 "SNiP 11-02-96. Engineering surveys for construction" ConsultantPlus: note.

Apparently, there was a typo in the official text of the document: the correct number is SP 48.13330.2011, not SP 48.13330.2012.

– – –

requirements of GOST 17.4.3.02-85. Protection of Nature. Soils. Requirements for the protection of the fertile soil layer during earthworks GOST 17.5.3.05-84. Protection of Nature. Land reclamation. General requirements for grounding GOST 17.5.3.06-85. Protection of Nature. Earth. Requirements for determining the norms for the removal of the fertile soil layer in the production of earthworks GOST 10060.0-95. Concrete. Methods for determining frost resistance. General requirements GOST 10180-90. Concrete. Methods for determining strength according to control samples GOST 10181-2000. Concrete mixes. Test methods GOST 12536-79. Soils. Methods for laboratory determination of granulometric (grain) and microaggregate composition GOST 12730.5-84. Concrete. Methods for determining water resistance GOST 16504-81. The system of state testing of products. Testing and quality control of products. Basic terms and definitions GOST 18105-86*. Concrete. Strength control rules GOST 18321-73. Statistical quality control. Methods for random sampling of piece products GOST 19912-2001. Soils. Methods of field tests by static and dynamic sounding GOST 22733-2002. Soils. Method for laboratory determination of maximum density GOST 23061-90. Soils. Methods for radioisotope measurements of density and humidity GOST 23732-79. Water for concretes and mortars. Specifications GOST 25100-2011*. Soils. Classification GOST 25584-90. Soils. Methods for laboratory determination of the filtration coefficient GOST 5180-84. Soils. Methods for laboratory determination of physical characteristics GOST 5686-94. Soils. Field test methods for piles GOST 5781-82. Hot-rolled steel for reinforcing reinforced concrete structures. Specifications.

Note. When using this set of rules, it is advisable to check the effect of reference standards and classifiers in the public information system - on the official website of the national body of the Russian Federation for standardization on the Internet or according to the annually published information index "National Standards", which was published as of January 1 of the current year , and according to the corresponding monthly published information signs published in the current year. If the referenced document is replaced (modified), then when using this set of rules, one should be guided by the replaced (modified) document. If the referenced document is canceled without replacement, then the appendix in which the reference to it is given applies in the part that does not affect this reference.

3. Terms and definitions

3.1. Barrett: load-bearing element reinforced concrete foundation performed by the "wall in the ground" method.

3.2. Temporary anchor: ground anchor with a design life of no more than two years.

3.3. Slurry Yield: The volume of slurry with a given effective viscosity obtained from 1 ton of slurry.

3.4. VPT: a method of placing concrete in a trench or borehole using a vertically movable concrete casting pipe.

3.5. Geosynthetics: geotextile materials in the form of rolls, bags, geogrids, reinforcing bars made from glass fiber, synthetic, basalt or carbon fiber.

3.6. Ground anchor: a geotechnical structure designed to transfer axial pull-out loads from the structure being fixed to the bearing layers of soil only within the root part of its length and consisting of 3 parts: head, free part and root.

3.7. Hydraulic fracturing: a method of strengthening soils associated with the injection of a solution (water) into the well,

– – –

with the subsequent formation of an artificial local crack in the soil mass, filled with a solution.

3.8. Ground dowels: geotechnical structure for stability of slopes and slopes, arranged horizontally or obliquely without additional tension.

3.9. Trench capture: a fragment of a trench developed for subsequent concreting or filling with prefabricated elements with monolithic.

3.10. Injection zone: a limited interval in a well or injector through which a solution (water) is injected into the soil.

3.11. Retrievable anchor: a ground anchor (temporary) whose design allows its thrust to be fully or partially retrieved (on the free length of the anchor).

3.12. Ultrasonic control: ultrasonic quality control (continuity) of bored piles under conditions construction site.

3.13. Anchor Root: The part of the anchor that transfers the load from the anchor's thrust to the ground.

3.14. Clogging, plugging: filling of pores and cracks in the soil with solid particles of the injected solution that prevent filtration.

3.15. Compensatory injection: a method of maintaining or restoring the initial stress-strain state (SSS) of the foundation soils of existing objects during a number of geotechnical works (tunneling, pitting and other buried structures) by injecting hardening solutions into the soil through wells (injectors) located between the object geotechnical works and adjacent protected objects.

3.16. Collar injection: a method of pumping a fixing solution into the soil through wells equipped with collar columns or injectors, which make it possible to treat zones (intervals) in the soil mass repeatedly and in any sequence.

3.17. Load-bearing buried wall: A buried wall intended to be used as a load-bearing member of a permanent structure.

3.18. Dumps: massifs of soil arranged by hydraulic filling, without additional leveling and compaction.

3.19. Failure during grouting: reducing the flow rate of the solution absorbed by the soil to the minimum allowable value at a given pressure (failure pressure).

3.20. Anchor head: an integral element of the anchor that transfers the load from the fixed element of the structure or soil to the anchor rod.

3.21. Buried boundary wall: Dirt wall intended for use only as a temporary enclosure for a construction excavation (excavation).

3.22. Sinus: The cavity between the soil and the surface of a structure or the outer surfaces of adjacent structures (for example, the cavity between an excavation enclosure and a foundation being erected).

3.23. Continuity check: a method for quality control (continuity) of bored piles under construction site conditions.

3.24. Permanent anchor: ground anchor with a design life equal to the service life of the retained structure.

3.25. Wall section: A constituent element of a reinforced concrete wall separated by concreting restraints (butt structures).

3.26. Suspension (water): a mixture of water and solid particles (cement, clay, fly ash, ground sand and other substances) with a predominant size of 0.1 microns.

3.27. Anchor rod: the part of the anchor that transfers the load from the head to the root.

3.28. Buried trench wall: An underground wall constructed in a trench under a thixotropic clay (or other) mortar and then filled with in-situ reinforced concrete or precast elements.

3.29. Grouting slurry: A binder-based hardening aqueous slurry used for fixing non-cohesive soils, compacting voids and fractured rock.

3.30. Cementation: changing the physical and mechanical properties of soils with the help of cement mortars injected into the soil using technologies: injection, jet or drilling mixing.

3.31. Discharge-pulse technology (electric discharge technology): technology for the installation of geotechnical structures (bored injection and bored piles, ground anchors, dowels),

– – –

based on the treatment of the side surface and the heel of the well with shock waves arising from pulsed high-voltage discharges in a moving concrete mixture.

3.32. Stacks: correctly stacked and layer-by-layer compacted soil massifs that serve as the foundation for railways and roads, dam barriers and hydraulic structures, building materials and soils, etc.

4. General provisions

4.1. This set of rules is based on the following assumptions and provides that:

the development of a project for the production of works (PPR) and a construction organization project (POS) should be carried out by specialists with the appropriate qualifications and experience;

coordination and communication between specialists in engineering surveys, design and construction should be ensured;

Appropriate quality control must be ensured in the production of building products and the performance of work at the construction site;

construction work must be carried out by qualified and experienced personnel who meet the requirements of standards and specifications;

maintenance of the building and related engineering systems must ensure its safety and working condition for the entire period of operation;

the structure must be used for its intended purpose in accordance with the project.

4.2. When carrying out excavation work, arranging bases and foundations, the requirements of the codes of practice for the organization of construction production, geodetic work, safety precautions, fire safety rules in the production of construction and installation work should be observed.

4.3. Earthworks, foundations and foundations must comply with the project and be carried out in accordance with the project for the production of works.

4.4. When conducting blasting operations, the requirements of the uniform safety rules for blasting operations should be observed.

4.5. When developing quarries, it is necessary to comply with the requirements of uniform safety rules for the development of mineral deposits in an open way.

4.6. Soils, materials, products and structures used in the construction of earthworks, foundations and foundations must meet the requirements of projects and relevant standards. Replacement of the soils, materials, products and structures provided for by the project, which are part of the structure under construction or its foundation, is allowed only upon agreement with design organization and the customer.

4.7. When performing work on the construction of foundations from monolithic, prefabricated concrete or reinforced concrete, stone or brickwork, on the grounds prepared in accordance with the requirements of these rules, SP 70.13330 and SP 71.13330 should be followed.

4.8. During earthworks, foundations and foundations, incoming, operational and acceptance control should be carried out, guided by the requirements of SP 48.13330.

4.9. Acceptance of earthworks, foundations and foundations with the drawing up of certificates of examination of hidden works should be carried out, guided by Appendix B. If necessary, it is allowed to indicate in the project other elements that are subject to intermediate acceptance with the preparation of certificates of examination of hidden works.

4.10. In projects, it is allowed, with appropriate justification, to designate methods of work performance and technical solutions, to establish maximum deviations, volumes and methods of control that differ from those provided for by these rules.

4.11. The need for monitoring, its scope and methodology are established in accordance with SP 22.13330.

4.12. Earthworks, foundations and foundations consistently include the following steps:

a) preparatory;

b) pilot production (if necessary);

c) production of basic works;

d) quality control;

– – –

The choice of method of dewatering should take into account the natural environment, the size of the drained area, production methods construction works in the pit and near it, their duration, impact on nearby buildings and utilities, and other local construction conditions.

5.2. To protect pits and trenches from groundwater, they are used various ways, which include borehole water intake, wellpoint method, drainage, radial water intake and open drainage.

5.3. Open (connected to the atmosphere) wells, depending on the task and the engineering and geological conditions of the construction site, can be water intake (gravity and vacuum), self-draining, absorbing, unloading (to reduce the piezometric head in the soil mass), waste (when draining water into an underground working ).

Open gravity wells can be effectively used in permeable soils with a filtration coefficient of at least 2 m/day with a required drawdown depth of more than 4 m. Basically, such wells are equipped with submersible electric pumps operating under the bay.

In low-permeability soils (clayed or silty sands) with a filtration coefficient of 0.2 to 2 m/day, vacuum water wells are used, in the cavity of which a vacuum develops with the help of pumping units of wellpoints for vacuum dewatering, which ensures an increase in the water-holding capacity of the wells. Typically, one such unit can serve up to six wells.

5.4. The wellpoint method, depending on the parameters of the drained soils, the required depth of lowering and the design features of the equipment, is divided into:

wellpoint method of gravitational dewatering, used in permeable soils with a filtration coefficient from 2 to 50 m/day, in non-stratified soils with a decrease in one step to 4

5 m (greater value in less permeable soils);

wellpoint method of vacuum dewatering, used in low-permeability soils with a filtration coefficient from 2 to 0.2 m/day with a decrease in one step of 5 - 7 m; if necessary, the method, with less efficiency, can be applied in soils with a filtration coefficient of up to 5 m/day;

wellpoint ejector method of dewatering, used in low-permeability soils with a filtration coefficient from 2 to 0.2 m / day at a depth of lowering the groundwater level up to 10 - 12 m, and with a certain justification - up to 20 m.

5.5. Drainages for construction purposes can be linear or reservoir with the inclusion of the last linear type drainage in the design.

Linear drainages carry out drainage of soils by withdrawing groundwater using perforated pipes with sand and gravel (crushed stone) sprinkling with the withdrawal of selected waters to sumps equipped with submersible pumps. Effective drainage depth by linear drains

Up to 4 - 5 m.

Linear drains can be arranged inside the pit, at the base of the slopes of earthworks, in the areas surrounding the construction site.

Reservoir drainages are provided for the withdrawal of groundwater during the construction period from the entire area of the pit. This type of drainage is arranged when groundwater is withdrawn in soils with a filtration coefficient of less than 2 m / day, as well as in cases of flooded fractured rocky base.

When groundwater is withdrawn from silty or clayey soils, the reservoir drainage design provides for two layers: the lower one is made of coarse sand 150–200 mm thick and the upper one is made of

– – –

gravel or crushed stone 200 - 250 mm thick. If in the future it is planned to operate the reservoir drainage as a permanent structure, then the thickness of its layers should be increased.

When sampling groundwater from rocky soils, in the cracks of which there is no sandy-argillaceous filler, reservoir drainage can consist of one gravel (crushed stone) layer.

The withdrawal of groundwater taken by reservoir drainage is carried out into a linear drainage system, the sand and gravel dressing of which is mated with the reservoir drainage body.

5.6. Open drainage is used for temporary drainage of the surface layer of soil in pits and trenches. Shallow drainage ditches can be both open and filled with filter material (crushed stone, gravel). The groundwater captured by the grooves is discharged into sumps equipped with submersible pumps.

5.7. Prior to the start of work on dewatering, it is necessary to examine the technical condition of buildings and structures located in the zone of influence of the work, as well as clarify the location of existing underground utilities, assess the impact on them of lowering the groundwater level (GWL) and, if necessary, provide for protective measures.

5.8. Dewatering wells equipped with submersible pumps are the most common types of dewatering systems and can be used in a wide variety of hydrogeological conditions. The depths of the wells are determined depending on the depth and thickness of the aquifer, the filtration characteristics of the rocks, and the required level of groundwater level decrease.

5.9. Drilling of dewatering wells, depending on the hydrogeological conditions, can be carried out with direct or reverse flushing or by the shock-rope method. Drilling wells with clay flushing is not allowed.

5.10. Installation of filter columns in dewatering wells is carried out in compliance with the following requirements:

a) before installing the filter column in the percussion-rope drilling method, the bottom of the well should be thoroughly cleaned by pouring clean water into it and gelling until completely clarified; during rotary drilling with direct and reverse flushing, the well is pumped or washed with a mud pump;

b) when installing the filter, it is necessary to make sure of the strength and tightness of the connections of its lowered links, the presence of guide lights and a plug of the column sump on the column;

c) when drilling wells, it is necessary to take samples to clarify the boundaries of aquifers and the granulometric composition of soils.

5.11. To increase the water-holding capacity of wells and wellpoints in water-saturated soils with a filtration coefficient of less than 5 m / day, as well as in coarse-grained or fractured soils with fine aggregate, sand and gravel (or crushed stone) sprinkling with a particle size of 0.5 - 5 should be arranged in the filter zone mm.

When taking water from fractured soils (for example, limestone), backfilling can be omitted.

5.12. Sprinkling of filters should be done evenly in layers no more than 30 times the thickness of the sprinkling. After each next rise of the pipe above its lower edge, a layer of backfill must remain at least 0.5 m high.

5.13. Immediately after installing the filter column and the sand and gravel packing, it is necessary to carefully pump the well with an airlift. The well can be put into operation after it has been continuously pumped by an airlift for 1 day.

5.14. The pump should be lowered into the well to such a depth that when the valve on the discharge pipeline is fully open, the suction port of the pump is under water. When the dynamic level drops below the suction port, the pump should be lowered to a greater depth or, if this is not possible, the pump performance should be adjusted with a valve.

5.15. Installation of pumps in wells should be carried out after checking the wells for patency with a template with a diameter greater than the diameter of the pump.

5.16. Before lowering the submersible pump into the well, it is necessary to measure the insulation resistance of the motor windings, which must be at least 0.5 MΩ. The pump can be turned on no earlier than 1.5 hours after the descent. In this case, the resistance of the motor windings must be at least 0.5 MΩ.

– – –

5.17. All dewatering wells must be equipped with valves, which will allow you to control the flow rate of the system during the pumping process. After the well is constructed, it is necessary to carry out a test pumping out of it.

5.18. Considering that the dewatering system must operate continuously, it is necessary to ensure the redundancy of its power supply by supplying power from two substations with supply from different sources or receiving electricity from one substation, but with two independent inputs from the high side, two independent transformers and two power cables from the bottom sides.

5.19. The power supply system of pumping units must have automatic protection against short circuit currents, overload, sudden power outages, and motor overheating. Water-lowering systems should be equipped with devices for automatically shutting down any unit when the water level in the water intake drops below the permissible level.

5.20. The filter part of vacuum wells and wellpoints of vacuum installations should be located at least 3 m below the ground level in order to exclude air leakage.

5.21. Measures should be taken to prevent damage or clogging of dewatering and observation wells by foreign objects. The heads of the latter must be equipped with lids with a locking device.

5.22. After the installation of a dewatering well, it must be checked for water absorption.

5.23. Before the general start-up of the system, it is necessary to start-up each well separately. The start-up of the entire dewatering system is formalized by an act.

5.24. The dewatering system should additionally include reserve wells (at least one), as well as reserve pumping units for open drainage (at least one), the number of which, depending on the service life, should be:

up to 1 year - 10%; up to 2 years - 15%; up to 3 years - 20%; more than 3 years - 25% of the total estimated number of installations.

5.25. During the operation of wellpoint systems, air infiltration into the suction system of the unit should be excluded.

In the process of hydraulic immersion of wellpoints, it is necessary to control the presence of a constant outflow from the wells, and also to exclude the installation of the wellpoint filter element in a low-permeable layer (s) of soil. In the absence of a spout or a sharp change in the flow rate of water coming from the well, it is necessary to check the throughput of the filter in bulk and, if necessary, remove the wellpoint and check whether the filter outlet is free and whether it has been clogged. It is also possible that the filter is installed in a highly permeable layer of soil, which absorbs the entire flow rate of water entering the wellpoint. In this case, when immersing the wellpoint, it is necessary to organize a joint supply of water and air.

Groundwater captured by wellpoints should not contain soil particles, sanding should be excluded.

5.26. Extraction of wellpoints from the ground during their dismantling is carried out by a special truck crane with a thrust stand, a drilling rig or using jacks.

5.27. With a wind force of 6 points or more, as well as with hail, heavy rain and at night on an unlit site, work on the installation of wellpoints is prohibited.

5.28. During the installation and operation of the wellpoint system, incoming and operational control should be carried out.

5.29. After the dewatering system is put into operation, pumping should be carried out continuously.

5.30. The rate of development of dewatering should correspond to the rate of earthworks provided for in the PPR when opening pits or trenches. A significant advance in level reduction in relation to the excavation schedule creates an unjustified reserve capacity of the water reduction system.

5.31. During the performance of dewatering works, the reduced WLL should be ahead of the level of development of the pit by the height of one tier, developed by earthmoving equipment, i.e. by 2.5 - 3 m. This condition will ensure the efficiency of earthworks "dry".

5.32. Monitoring the efficiency of the water reduction system should be carried out

– – –

by regular measurements of WLL in observation wells. It is mandatory to install water meters that control the flow rate of the system. The results of measurements should be recorded in a special journal.

The initial measurement of WLL in observation wells should be carried out before the commissioning of the dewatering system.

5.33. Pumping units installed in reserve wells, as well as standby pumps of open installations, must be periodically put into operation in order to maintain them in working condition.

5.34. Measurements of the reduced WLL during the drawdown process should be carried out in all aquifers affected by the work of the drawdown system. Periodically, it is necessary to determine the chemical composition of pumped waters and their temperature at complex objects.

Observations of the PWL should be carried out 1 time in 10 days.

5.35. All data on the operation of water reduction plants should be displayed in the log:

results of WLL measurements in observation wells, flow rates of the system, time of stops and starts during the shift, replacement of pumps, condition of slopes, appearance of griffins.

5.36. Upon termination of the operation of a system consisting of dewatering wells, acts should be drawn up for the completion of well liquidation.

5.37. When operating dewatering systems in winter, pumping equipment and communications should be insulated, and it should also be possible to empty them during breaks in operation.

5.38. All permanent water-reducing and drainage devices used during the construction period, when put into permanent operation, must comply with the requirements of the project.

5.39. Dismantling of water-reducing installations should be started from the lower tier after completion of backfilling of pits and trenches or immediately before their flooding.

5.40. In the zone of influence of the dewatering, regular observations should be made of precipitation and the intensity of its growth for buildings and communications located there.

5.41. When carrying out dewatering works, measures should be taken to prevent decompaction of soils, as well as violation of the stability of the slopes of the pit and the foundations of adjacent structures.

5.42. Water flowing into the pit from the overlying layers, not captured by the dewatering system, must be diverted by drainage ditches to sumps and removed from them by open drainage pumps.

5.43. Monitoring the state of the bottom and slopes of an open pit during dewatering should be carried out daily. When slopes sink, suffusion, griffins appear at the bottom of the pit, protective measures should be taken immediately: loosening the crushed stone layer on the slopes in places where groundwater exits, loading with a layer of crushed stone, putting unloading wells into operation, etc.

5.44. When the slope of the pit crosses impermeable soils lying under the aquifer, a berm with a ditch for water drainage should be made on the roof of the aquiclude (if the project does not provide for drainage at this level).

5.45. When draining groundwater and surface water, flooding of structures, the formation of landslides, soil erosion, and swamping of the area should be excluded.

5.46. Before the start of earthworks, it is necessary to ensure the drainage of surface and groundwater using temporary or permanent devices, without violating the safety of existing structures.

5.47. When diverting surface and groundwater, it is necessary:

a) on the upper side of the recesses to intercept the flow of surface waters, use cavaliers and reserves arranged by a continuous contour, as well as permanent catchment and drainage structures or temporary ditches and embankments; ditches, if necessary, may have protective fastenings against erosion or seepage leaks;

b) cavaliers from the lower side of the recesses should be poured with a gap, mainly in low places, but at least every 50 m; the width of the gaps along the bottom must be at least 3 m;

c) lay the soil from upland and drainage ditches arranged on slopes in the form of a prism along the ditches from their downstream side;

d) when the location of upland and drainage ditches in the immediate vicinity of the linear

– – –

recesses between the recess and the ditch, perform a banquet with a slope of its surface of 0.02 - 0.04 towards the upland ditch.

5.48. When pumping water from a pit developed by an underwater method, the rate of lowering the water level in it, in order to avoid disturbing the stability of the bottom and slopes, must correspond to the rate of lowering the level of groundwater outside it.

5.49. When arranging drainage, excavation should begin from discharge areas moving towards higher elevations, and the laying of pipes and filter materials - from watershed areas moving towards the discharge or pumping unit (permanent or temporary) to prevent the passage of unclarified water through the drainage.

5.50. When constructing reservoir drainages, violations in the mating of the crushed stone layer of the bed with the crushed stone sprinkling of pipes are unacceptable.

5.51. Laying of drainage pipes, installation of manholes and installation of equipment for drainage pumping stations must be carried out in compliance with the requirements of SP 81.13330 and SP 75.13330.

5.52. The list of as-built documentation for construction dewatering using wells should include:

a) the act of commissioning the water reduction system;

b) executive layout of wells;

c) executive schemes of well designs indicating the actual geological columns;

d) an act on the liquidation of wells upon completion of work;

e) certificates for the materials and products used.

5.53. When performing work on dewatering, organization of surface runoff and drainage, the composition of controlled indicators, limit deviations, scope and methods of control must comply with Table I.1 of Appendix I.

– – –

6.1.1. The dimensions of the excavations adopted in the project must ensure the placement of structures and the mechanized performance of work on driving piles, installation of foundations, insulation, dewatering and drainage, and other work performed in the excavation, as well as the possibility of moving people in the bosom in accordance with 6.1.2. The dimensions of the recesses along the bottom in kind must be at least those established by the project.

6.1.2. If it is necessary to move people in the sinus, the distance between the surface of the slope and the side surface of the structure being erected in the excavation (except for the artificial foundations of pipelines, collectors, etc.) must be at least 0.6 m in the light.

6.1.3. The minimum width of trenches should be taken in the design of the largest of the values that meet the following requirements:

under strip foundations and other underground structures - should include the width of the structure, taking into account the formwork, the thickness of the insulation and fastenings, with an addition of 0.2 m on each side;

for pipelines, except for main ones, with slopes of 1:0.5 and steeper - according to table 6.1;

for pipelines, except for main ones, with slopes of 1:0.5 - not less than the outer diameter of the pipe with the addition of 0.5 m when laying in separate pipes and 0.3 m when laying with lashes;

for pipelines in sections of curved inserts - at least twice the width of the trench in straight sections;

when arranging artificial bases for pipelines, except for soil bedding, collectors and underground channels - not less than the width of the base with an addition of 0.2 m on each side;

developed by single-bucket excavators - not less than the width of the cutting edge of the bucket with the addition of 0.15 m in sand and sandy loam, 0.1 m in clay soils, 0.4 m in loosened rocky and frozen soils.

– – –

6.1.5. In pits, trenches and profile excavations, the development of eluvial soils that change their properties under the influence of atmospheric influences should be carried out, leaving a protective layer, the value of which and the permissible duration of contact of the exposed base with the atmosphere are established by the project, but not less than 0.2 m. The protective layer is removed immediately prior to the commencement of construction.

6.1.6. Excavations in soils, except for boulders, rocks and those specified in 6.1.5, should be developed, as a rule, up to the design mark, while maintaining the natural composition of the base soils. It is allowed to develop recesses in two stages: draft - with deviations given in pos. 1 - 4 of Table 6.3 and the final one (immediately before the erection of the structure) - with the deviations given in pos. 5 of the same table.

– – –

ConsultantPlus: note.

In the official text of the document, apparently, a typo was made: table 7.2 is missing.

6.1.8. Replenishment of bulkheads in places where foundations are constructed and pipelines laid should be carried out with local soil with compaction to the density of the soil of the natural composition of the base or low-compressibility soil (deformation modulus of at least 20 MPa), taking into account Table 7.2. In subsiding soils of type II, the use of draining soil is not allowed.

6.1.9. The method of restoring foundations damaged as a result of freezing, flooding, as well as busting, must be agreed with the design organization.

6.1.10. The greatest steepness of slopes of trenches, pits and other temporary excavations arranged without fastening in soils located above the groundwater level (taking into account the capillary rise of water according to 6.1.11), including in soils drained by artificial dewatering, should be taken in accordance with with the requirements of SNiP 12-04.

With a slope height of more than 5 m in homogeneous soils, their steepness is allowed to be taken according to the schedules of Appendix B, but not steeper than those indicated in SNiP 12-04 for an excavation depth of 5 m and in all soils (including rock) no more than 80 °. The steepness of the slopes of excavations developed in rocky soils using blasting must be established in the project.

6.1.11. If there is groundwater during the period of work within the excavations or near their bottom, not only soils located below the groundwater level, but also soils located above this level by the amount of capillary rise, which should be taken, should be considered wet:

0.3 m - for large, medium size and fine sands;

0.5 m - for silty sands and sandy loams;

1.0 m - for loams and clays.

6.1.12. The steepness of the slopes of underwater and flooded coastal trenches, as well as trenches developed in swamps, should be taken in accordance with the requirements of SP 86.13330.

6.1.13. The design should establish the steepness of the slopes of soil pits, reserves and permanent dumps after the completion of earthworks, depending on the directions of reclamation and methods of fixing the surface of the slopes.

6.1.14. The maximum depth of recesses with vertical loose walls should be taken in accordance with the requirements of SNiP 12-04.

6.1.15. The greatest height of the vertical walls of excavations in frozen soils, except for loosely frozen soils, at an average daily air temperature below minus 2 ° C, can be increased compared to the established SNiP 12-04 by the depth of soil freezing, but not more than 2 m.

6.1.16. The project should establish the need for temporary fastening of the vertical walls of trenches and pits, depending on the depth of excavation, the type and condition of the soil, hydrogeological conditions, the magnitude and nature of temporary loads on the edge and other local conditions.

6.1.17. The number and size of ledges and local recesses within the excavation should be minimal and ensure mechanized cleaning of the base and manufacturability of the construction of the structure. The ratio of the height of the ledge to its base is established by the project, but must be at least 1:2 - in clay soils, 1:3 - in sandy soils.

6.1.18. If it is necessary to develop excavations in the immediate vicinity and below the soles of the foundations of existing buildings and structures, the project should provide for technical solutions to ensure their safety.

6.1.19. The places of overlapping of developed cuttings or backfilled embankments on the security zones of existing underground and air communications, as well as underground structures, must be designated in the project, indicating the size of the security zone, established in accordance with the instructions of 6.1.21.

In the event that communications, underground structures or signs indicating them are found, earthworks should be suspended, representatives of the customer, the designer and organizations operating the discovered communications should be called to the place of work, and measures should be taken to protect the discovered underground devices from damage.

6.1.20. Development of pits, trenches, excavations, embankment and opening of underground

– – –

communications within the protected zones are allowed with a written permission from the operating organizations and the conclusion of a specialized organization for assessing the impact of construction work on the technical condition of communications.

6.1.21. When crossing developed trenches and pits with existing communications that are not protected from mechanical damage, excavation by earthmoving machines is allowed at the following minimum distances:

for underground and overhead communication lines; polyethylene, steel welded, reinforced concrete, ceramic, cast iron and chrysotile cement pipelines, channels and collectors, with a diameter of up to 1 m from the side surface and 0.5 m above the top of communications with their preliminary detection with an accuracy of 0.25 m;

for power cables, main pipelines and other underground communications, as well as for boulder and blocky soils, regardless of the type of communications - 2 m from the side surface and 1 m above the top of the communications with their preliminary detection with an accuracy of 0.5 m.

The minimum distances to communications for which there are security rules should be assigned taking into account the requirements of these rules.

The remaining soil should be developed using manual non-impact tools or special mechanization tools.

6.1.22. The width of the opening of lanes of roads and city driveways during the development of trenches should be taken: for concrete or asphalt pavement on a concrete base - 10 cm more than the width of the trench along the top on each side, taking into account fasteners; with other pavement designs - by 25 cm.

For pavements made of prefabricated reinforced concrete slabs, the width of the opening should be a multiple of the size of the slab.

6.1.23. When developing soils containing oversized inclusions, the project must provide for measures for their destruction or removal from the site. Boulders, stones, pieces of loosened frozen and rocky soil are considered oversized, the largest size of which exceeds:

2/3 bucket width - for excavators equipped with a backhoe or direct digging equipment;

1/2 bucket width - for excavators equipped with a dragline;

2/3 of the largest design digging depth - for scrapers;

1/2 blade height - for bulldozers and graders;

1/2 of the body width and by weight half of the nameplate capacity - for Vehicle;

3/4 of the smaller side of the intake opening - for the crusher;

30 cm - when developing manually with removal by cranes.

6.1.24. In case of artificial salinization of soils, the salt concentration in the pore moisture of more than 10% is not allowed in the presence or intended laying of uninsulated metal or reinforced concrete structures at a distance of less than 10 m from the place of salinization.

6.1.25. When soil thaws near underground utilities, the heating temperature should not exceed a value that causes damage to their shell or insulation. The maximum allowable temperature must be specified by the operating organization when issuing a permit for excavation.

6.1.26. The width of the roadway of the access roads within the developed excavations and soil quarries should be for dump trucks with a carrying capacity of up to 12 tons for two-way traffic - 7 m, for one-way traffic - 3.5 m.

With a load capacity of dump trucks of more than 12 tons, as well as when using other vehicles, the width of the carriageway is determined by the construction organization project.

6.1.27. Terms and methods of excavation in permafrost soils used according to principle I should ensure the preservation of permafrost in the foundations of structures.

Appropriate protective measures should be provided for by the project.

6.1.28. When carrying out work on the development of excavations and the arrangement of natural foundations, the composition of controlled indicators, permissible deviations, the scope and methods of control must comply with Table 6.3.

– – –

6.2.1.1. The rules of this section apply to the production and acceptance of work performed by the method of hydraulic mechanization during the reclamation of structures, as well as in mining and overburden work in construction quarries.

6.2.1.2. Geotechnical surveys of soils subject to hydromechanized development must meet the specific requirements of SP 47.13330.

6.2.1.3. If the content in the soil is more than 0.5% of the volume of inclusions oversized for soil pumps (boulders, stones, driftwood), it is prohibited to use suction dredgers and installations with soil pumps without devices for the preliminary selection of such inclusions. Oversized should be considered inclusions with an average transverse size of more than 0.8 of the minimum flow area of the pump.

6.2.1.4. When laying pressure slurry pipelines, the turning radii must be at least 3-6 pipe diameters. At turns with an angle of more than 30°, slurry pipelines and water conduits must be fixed.

All pressure slurry pipelines must be tested to the maximum working pressure.

The correct laying and reliability in the operation of pipelines are documented by an act drawn up based on the results of their operation within 24 hours of working time.

6.2.1.5. The parameters for the development of cuts and quarries with floating suction dredgers and maximum deviations from the marks and dimensions established in the PPR should be taken from Table 6.5.

– – –

6.2.1.6. When developing excavations by means of hydraulic mechanization, the composition of controlled indicators, the volume and methods of control must comply with the instructions in Table 6.6.

– – –

6.2.2.1. The technology of alluvium of earthworks, soil piles must comply with special instructions in the POS and PPR. Alluvium of pressure hydraulic structures without technical conditions for their construction is not allowed.

6.2.2.2. The steepness of the forcedly formed slopes of alluvial structures should be assigned taking into account water loss and seepage during the construction period. For coarse sands, the slope should not be steeper than 1:2, medium size - 1:2.5, for fine sands - 1:3 and especially fine dusty - 1:4.

6.2.2.3. Alluvium with free spreading of the pulp (free slope) should be used in the construction of earthworks with a spread or wave-resistant profile; the steepness of the free slope should be taken according to SP 39.13330.

6.2.2.4. The excess of soil above the water surface during the reclamation of the underwater parts of structures and in swampy or flooded areas in the alignment of the embankment device and along the axis of laying the slurry pipelines from which the reclamation is carried out should be at least, m:

for gravel soils 0.5;

for sand and gravel 0.7;

for sands of large and medium size 1.0;

– – –

for finer sands 1.5.

The specified values can be increased according to the conditions of safe work. When arranging embankments on peat, peaty soils and silts, and when alluvium into flowing water, the excess should not be less than that established in the design of the structure and the POS.

6.2.2.5. The embankment during the construction of the structure (passing embankment) should be carried out from reclaimed or imported soil, if the latter is provided for by the PIC. The use of silty or frozen soil for embankment dams, as well as soil containing more than 5% soluble salts, is not allowed. Dams from imported soil should be backfilled in layers with compaction to the values accepted for alluvial soil.

6.2.2.6. Drainage devices laid inside earthen alluvial structures should be protected before washing with a layer of dry sandy soil 1-2 m thick, or by other methods provided for in the POS. The backfill soil should have the same granulometric composition as the one being washed or be more coarse-grained.

6.2.2.7. After the end of the alluvium, the upper part of the spillway wells and racks of the overpasses should be dug out and cut off at a depth of at least 0.5 m from the design mark of the crest of the structure to be washed.

6.2.2.8. The volume of developed soil for alluvium of structures (intermediate piles) should be set taking into account the margin for replenishing losses according to tables 6.7 and 6.8. The volume of losses should be calculated in relation to the profile volume of the embankment being erected.

– – –

6.2.2.9. During the production of alluvial works, the composition of controlled indicators, limit deviations, the scope and methods of control must comply with Table 6.9.

– – –

6.2.2.10. Instructions on the specifics of the production of hydromechanized works on the arrangement of earthworks, stacks and dumps are given in Appendix K.

– – –

6.2.3.1. Engineering preparation of the territory by hydraulic filling is carried out:

1) when the floodplain territory is composed of weak soils (peat, silt, peaty and clayey water-saturated soils);

2) if necessary, raising the level of river floodplains and the surface;

3) when planning a terrain cut by ravines.

6.2.3.2. The technological process of land reclamation for industrial and civil construction consists of a set of measures that ensure the design hydraulic and technological parameters of reclamation. The main task of the alluvium technology used is to ensure the design density of soil laying in an artificial base, expressed by the volumetric weight of the soil skeleton or the compaction coefficient. The whole complex of measures and the sequence of their implementation are determined by the project for the production of works, which is compiled by the organization on the basis of the approved design and estimate documentation.

6.2.3.3. The project for the production of works on reclamation of territories should include the following materials:

topographic and geological characteristics of quarries intended for use for alluvial land;

quarry plan with a breakdown into separate sections, homogeneous in terms of the weighted average granulometric composition of the soil, indicating the order of development and volumes of all allocated quarry sections;

plan of the alluvial area, which indicates the breakdown into separate alluvium maps, the order of alluvium linked to the order of development of the quarry sites, the location of spillway wells and by draining clarified water, the planned and high-altitude location of the main slurry pipelines during the alluvium of each map;

schemes for the production of works for each of the maps indicating the sequence of alluvium, the average granulometric composition allowed for laying on the soil map, the permissible deviations from this average grain composition, the planned and high-altitude location of alluvial communications on the map, the permissible intensity of alluvium of the map per day, consistency requirements pulps;

design and dimensions of embankment and fencing of alluvium maps, pipelines, spillways;

a list of measures to prepare the surface of the natural area for alluvium;

schedule and estimated cost all kinds of work.

6.2.3.4. When reclamation of the territory, the following requirements must be met:

to ensure a uniform distribution of the washed soil over the area of the map to create a layer of washed soils that is homogeneous in terms of granulometric composition. The degree of homogeneity is established by the project;

within the limits of the entire map to be washed, lay only such soils, the granulometric composition of which is within the limits allowed by the project. Poor-quality soil washed in the territory can be left only subject to agreement with the design organization, otherwise it must be removed.

6.2.3.5. Quarry soils used for alluvium of the territory must meet the following requirements: suitability in terms of granulometric composition, small distances from the quarry to alluvium maps, and the allowable estimated depth of the face. When evaluating quarry soils, the difficulty of development depending on the category of soil and the required qualities of the reclaimed soil should also be taken into account.

6.2.3.6. The assessment of the suitability of quarry soils intended for use for reclamation of the territory is carried out on the basis of the basic requirement that the reclamation territory must be formed by soils of a certain granulometric composition approved for laying.

– – –

Established average composition of soil and boundaries allowed for laying on the area to be washed tolerance from this average composition, it is recommended to present them in the form of particle size distribution curves.

If the curve of the average particle size distribution of the quarry soils (or its sections) is below the average particle size distribution curve allowed for laying on the territory, it is necessary to consider and choose the most economical of the following options:

the possibility of further reducing the percentage of washed fine fractions;

alluvium of the territory with soils with higher characteristics of building properties, without reducing the percentage of washed fine fractions.

If the particle size distribution curve of the quarry soils is located above the particle size distribution curve allowed for laying, it is necessary to calculate the amount of soil fractions to be washed out.

The determination of the total amount of fines to be washed out should be made taking into account the provision of the necessary physical and mechanical properties of the washed-out soil stratum and technical and economic calculations that establish the feasibility of choosing this open pit with the percentage of washing out of fines.

6.2.3.7. The sequence and method of working the face with a dredger are determined in accordance with the physical and mechanical properties of quarry soils and are fixed by the technological map for the development of soil in a quarry. The technological map is an integral part of the project for the production of works and includes:

soil characteristics in the form of an average granulometric composition;

differentiation of the entire volume of soil to be developed into groups according to the difficulty of development and transportation;

geological and lithological sections for separate blocks into which the entire area of the quarry is divided;

a method for developing a quarry, taking into account the design capacity of the face and the compression characteristics of the quarry soils in natural occurrence;

quarry development scheme with a breakdown of each block into separate slots.

6.2.3.8. Overburden soils of a quarry, when substantiated in the POS, may be left in the main face and developed together with useful soil, provided that the technology for alluvial disposal of the discharge area of the required amount of fine fractions is provided.

6.2.3.9. The excavation of soil from the quarry must be carried out in accordance with the specifications for its reclamation, while the stability of non-working slopes of the quarry, the laying of which is determined by the mining and technical part of the main project for the development and reclamation of the quarry, must be ensured.

6.2.3.10. With a heterogeneous composition of soils in a quarry, it is advisable to selectively develop a face with laying lower quality soils on certain sections of the projected area with a small bearing capacity (green zone, areas with low-rise buildings, underground roads, etc.).

6.2.3.11. The method and technological scheme of alluvial land reclamation (pulp distribution on the alluvium map) are recommended by the construction organization project, taking into account the mineralogical and granulometric composition of the quarry soil, the hydraulic characteristics of the pulp flow, which determine the layout of the soil along the alluvium slope and the texture of the alluvial soil, and technological parameters (pulp consistency during alluvium , its specific consumption and intensity of alluvium).

Technological schemes should also take into account the features of the terrain, the type and capacity of the existing dredgers and the equipment of the distributing network of slurry pipelines, the required order of development of the area to be washed, the size and height of the soil layer to be washed.

When choosing a technological scheme, it should be taken into account that the required packing density of the washed sandy soil is determined by the specific consumption, the consistency of the solid and liquid components, and the intensity of the alluvium.

6.2.3.12. The soil laying methods recommended by the project should be reflected in the optimal technological scheme that provides the highest density of the reclaimed base with minimal heterogeneity of the reclaimed soils. When alluvial sandy soils are laid, the density of their laying, characterized by the volumetric weight of the skeleton, should be in the range of 15.5 - 16.0 kN / m3 or more.

The volumetric mass of the skeleton of the reclaimed soil is controlled under production conditions by geotechnical

– – –

fasting according to the results of analyzes of samples of samples taken every 0.5 m of alluvium.

6.2.3.13. Alluvium of the territory with sandy soils is recommended to be carried out by a non-trestle method with a concentrated release of pulp from the end of the distribution slurry pipeline, which consists of separate sections with quick-coupling socket connections. Depending on the average diameter of sand particles, the thickness of the layer being washed varies from 0.5 to 1.0 m. In the process of washing, the distribution slurry pipeline moves parallel to the crest of the outer slope of the embankment and is at a distance of 7 - 8 m from the bottom of the inner slope of the primary and secondary embankment.

6.2.3.14. When reclamation of floodplain territories, a mosaic scheme is also recommended, which is characterized by a dispersed release of pulp from a group of outlets located along a certain grid on a significant part of the reclamation map, which causes mutual damping of the velocities of oncoming pulp flows and ensures uniform distribution of the bulk of the soil over the simultaneously washed area. Pulp discharge points should be located at approximately equal distance from each other, forming a certain grid on the alluvium map.

6.2.3.15. The flow diagram of alluvium should provide for the development of a main slurry pipeline, the arrangement of pulp outlets and a spillway system that allows periodically changing the direction of clarified water flow on the slurry map.

6.2.3.16. The outer slopes of the area to be washed in are formed by means of dams of primary and associated embankment, which are backfilled, respectively, before and during the process of reclamation of the territory. The position of these dams should ensure the formation of a general slope of the area to be washed.

6.2.3.17. Under-washing up to the design level, which ensures flood-free and flood-free territory, is not allowed. The average washout height, defined as the arithmetic mean over the entire surface of the washed-out area, should not exceed 0.1 m. Deviations from the design mark in some areas are allowed no more than minus 0.2 and plus 0.3 m.

6.2.3.18. The alluvium schemes established by the project, the granulometric composition of the soil allowed for laying, the percentage of washing out of small fractions of the soil can be changed based on the data obtained during the production of an experimental alluvium or during the alluvium of the territory, subject to the agreement of the changes with the design organization.

6.2.3.19. All works on the alluvium of territories for industrial and civil construction should be carried out with specially organized supervision of their quality. The work performed during the reclamation of territories must be carried out in compliance with the safety requirements provided for by special instructions.

7. Fills and backfills

7.1. In the designs of embankments (working and production works), including: embankments of access roads, roads and railways, dams, planning embankments, on-farm networks, etc., as well as backfilling of pits, trenches, the following must be indicated:

dimensions in plan and height of embankments and backfills in general and their individual sections with different: dimensions in height (in 2 - 4 m); loads on the surface of compacted soil;

types of dumped soils;

the required degree of compaction of soils for homogeneous in appearance and composition of soils - the density in the dry state, and heterogeneous - the compaction coefficient;

thickness of soil layers to be poured for each type of soil-compacting equipment and a given degree of soil compaction;

requirements for the preparation of the surface (base) of the embankment and backfill;

requirements for geotechnical monitoring.

7.2. For embankments and backfilling, as a rule, local coarse, sandy, clayey soils, as well as environmentally friendly industrial waste should be used.

– – –

industries similar in type and composition to soils of natural origin that meet the requirements of Appendix M.

In agreement with the customer and the design organization, the soils accepted in the project for embankments and backfilling can be replaced if necessary.

7.3. When using soils of different types in the same embankment, the following requirements must be met:

it is not allowed to pour soils of different types in one layer, if this is not provided for by the project;

the surface of layers of less draining soils, located under layers of more draining ones, should have a slope within 0.04 - 0.1 from the axis of the embankment to the edges.

7.4. For backfilling at a distance of less than 10 m from existing or planned non-insulated metal or reinforced concrete structures, the use of soils with a concentration of soluble salts in groundwater over 10% is not allowed.

7.5. When used for embankments and backfills of soils containing solid inclusions within the limits allowed by Appendix M, the latter should be evenly distributed in the poured soil and located no closer than 0.2 m from isolated structures, and frozen clods, in addition, no closer than 1.0 m from the slope of the embankment.

7.6. When laying the soil "dry", with the exception of road embankments, compaction should be carried out, as a rule, at a moisture content w, which should be in the range where

Optimum humidity determined in a standard compaction device according to GOST 22733.

Coefficients A and B should be taken according to Table 7.1 with subsequent refinement based on the results of the pilot compaction according to Appendix D.

– – –

When using coarse-grained soils with clay filler, the moisture content at the border of rolling and fluidity is determined by fine-grained (less than 2 mm) filler and is recalculated for the soil mixture.

7.7. If there is a shortage of quarries with soils that meet the requirements of 7.6 in the construction area, and if, due to the climatic conditions of the construction area, natural drying of the soil is impossible, and drying the soil in special installations or by special methods is not economically feasible, in some cases it is allowed to use soil of increased moisture with making appropriate changes to the project.

7.8. Surface preparation for embankment typically includes:

removal and uprooting of trees, shrubs, stumps and their roots;

removal of grass and swamp vegetation;

cutting of the soil-vegetative layer, peaty, silty and other soil with organic matter content in

– – –

removal of the upper loosened (liquefied), frozen layer of soil, snow, ice, etc.;

dumping on the prepared surface of a carrier layer 0.2 - 0.4 m thick of coarse gravel sand, crushed stone soil with its compaction by bulldozers, on which vehicles and other construction machines and mechanisms can freely move and maneuver.

Surface preparation during backfilling of pits and trenches is carried out by removing wood and other decaying construction waste and household waste from the bottom.

7.9. Experimental compaction of soils of embankments and backfills should be carried out if there are instructions in the project, and in the absence of special instructions - with a volume of surface compaction at the facility of 10 thousand m3 or more.

As a result of experimental compaction, the following should be installed:

a) in laboratory conditions according to GOST 22733:

maximum density values of compacted soils;

optimal humidity at which maximum densities are achieved;

admissible ranges of changes in the moisture content of the compacted soil and, accordingly, the values of indicators A and B according to Table 7.1, at which the specified compaction coefficients are achieved for all types of soils used;

density values of compacted soils, at given values, or vice versa, values of compaction coefficients of compacted soils at given values;

b) the thickness of the layers being poured, the number of passes of compacting machines along one track, the duration of the impact of vibration and other working bodies on the soil, the number of impacts and the height of the rammers dropping when compacting to "failure", ramming pits and other technological parameters that ensure the design density of the soil;

c) the values of indirect indicators of compaction quality subject to operational control ("failure" for compaction by rolling, tamping, the number of impacts of a dynamic density meter, etc.).

If the experimental compaction is planned to be carried out within the embankment being erected, the places of work should be indicated in the project.

When compacting soils in embankments and backfills by rolling, tamping, vibration, as well as soil piles, hydraulic vibration compaction, weights with vertical drains, including when making soil cushions, experimental compaction should be carried out in accordance with Appendix D.

7.10. When erecting embankments, the width of which at the top does not allow for a turn or passing of vehicles, the embankment must be backfilled with local widenings for the construction of turning or passing platforms. Additional volumes of earthworks should be taken into account in the POS.

7.11. Soils poured into the embankment and used for backfilling must meet the requirements of Appendix M and have a moisture content close to optimal.

When the soil moisture is low, it is necessary to moisten them with the calculated amount of water, as a rule, in a quarry or reserve, or in the process of backfilling and leveling individual layers by uniformly spraying water from hoses with mixing the wetted soils with bulldozers.

Compaction of soils that have been moistened during backfilling should be carried out 0.5–2 days after a sufficiently complete distribution of water over the entire volume of the backfilled layer.

With increased soil moisture, partial drying of clay soils is possible:

in dry summer time on an intermediate reserve with periodic mixing of soils;

in the process of filling and leveling individual layers of waterlogged soil with a uniform addition of the calculated amount of dry quicklime to it according to a specially developed

– – –

methodology.

7.12. Backfilling of individual soil layers into an embankment with a moisture content close to optimal should be carried out, as a rule, by an advancing front with the movement of vehicles along the newly backfilled layer with its simultaneous compaction. At the same time, the movement of vehicles should be organized in such a way that vehicles loaded with soil pass through the pre-compacted soil with a bulldozer, light pneumatic rollers, and unloaded dump trucks pass through the areas of the newly backfilled layer, performing preliminary compaction of loose soil.

7.13. Backfilling into the embankment of soils with low humidity is recommended to be carried out by a retreating front with the movement of dump trucks and other mechanisms along the layer previously filled, compacted and accepted for further work. This requires the movement of dump trucks and other construction machines arrange in such a way as to exclude decompaction of the previously compacted soil layer due to the formation of ruts and other factors.

7.14. The thickness of the poured layers of clay soils in a loose state should be taken at 15

20%, and sandy ones by 10 - 15% more than those specified in the project, which should be clarified based on the results of the pilot compaction according to Appendix G.

In the event that the thickness of the backfilled and partially or fully compacted layer turns out to be greater than that specified in the project and refined according to the results of experimental compaction, it is necessary to cut off the upper excess part of it or to compact such a layer with heavier soil-compacting mechanisms, or with an increased number of their passes in 1, 5 - 2 times.

7.15. Compaction of soils in embankments and backfills should be carried out by separate cards (grippers) and at each of them by separate stages so that at each stage 3-6 ramming strokes or passes of the skating rink (loaded dump truck) are performed, or one pass of vibration, vibro-impact cars.

Compaction must be carried out with overlapping of the impact marks of the soil compactor, the compacting mechanism by 0.05 - 0.1 of the track width.

After compaction is completed, the compacted surface should be leveled by 1 - 2 passes of a smaller soil compactor (roller, bulldozer, etc.).

When choosing mechanisms and modes of soil compaction according to 7.2 - 7.15 in projects, it is recommended to be guided by Appendix G.

7.16. Backfilling of trenches with laid pipelines in ordinary non-sagging and other soils should be carried out in two stages.

At the first stage, the lower zone is backfilled with non-frozen soil that does not contain solid inclusions larger than 1/10 of the diameter of chrysotile cement, plastic, ceramic and reinforced concrete pipes to a height of 0.5 m above the top of the pipe, and for other pipes - soil without inclusions larger than 1/10 4 of their diameters to a height of 0.2 m above the top of the pipe with padding of the sinuses and its uniform layer-by-layer compaction to the design density on both sides of the pipe. When backfilling, the pipe insulation must not be damaged. Joints of pressure pipelines are backfilled after preliminary testing of communications for strength and tightness in accordance with the requirements of SP 129.13330.

At the second stage, the upper zone of the trench is backfilled with soil that does not contain solid inclusions larger than the pipe diameter. At the same time, the safety of the pipeline and the density of the soil, established by the project, must be ensured.

7.17. Backfilling of trenches with impassable underground channels in ordinary non-subsidence and other soils should be carried out in two stages.

At the first stage, the lower zone of the trench is backfilled to a height of 0.2 m above the top of the channel with non-frozen soil that does not contain solid inclusions larger than 1/4 of the channel height, but not more than 20 cm, with its layer-by-layer compaction to the design density on both sides of the channel .

At the second stage, the upper zone of the trench is backfilled with soil that does not contain solid inclusions larger than 1/2 of the channel height. At the same time, the safety of the channel and the density of the soil, established by the project, must be ensured.

7.18. Embankments up to 4 m high and backfilling of trenches, to which no additional loads are transferred (except for the own weight of the soil), can be carried out without soil compaction, but with an excess of height depending on its thickness by 3 - 5% made of sand, and 6 - 10% - from clay soils or with backfilling along the route of the trench of the roller, the height of which should be taken according to

– – –

analogy with the above for the embankment. The presence of a roller should not interfere with the use of the territory in accordance with its purpose.

7.19. Backfilling of main pipelines, closed drainage and cables should be carried out in accordance with the rules of work established by the relevant sets of rules.

7.20. Trenches and pits, except for those developed in type II subsiding soils, at intersections with existing roads and other areas with road surfaces, should be covered to the full depth with sandy or pebble soil, screening of crushed stone or other similar low-compressibility (deformation modulus of 20 MPa or more) local materials that do not have cementing properties, with a seal. If these materials are not available in the construction area, it is allowed, by a joint decision of the customer, the contractor and the design organization, to use sandy loam and loam for backfilling, provided that they are compacted to the design density.

Backfilling of trenches in areas where the project provides for the construction of a subgrade of railways and roads, the foundations of airfield and other pavements of a similar type, hydraulic embankments, must be carried out in accordance with the requirements of the relevant sets of rules.

7.21. At the intersection of trenches, except for those developed in subsiding soils, with existing underground utilities (pipelines, cables, etc.)

) passing within the depth of the trenches, backfilling under the existing communications with non-frozen sand or other low-compressibility (deformation modulus 20 MPa or more) soil should be performed over the entire cross-section of the trench to a height of up to half the diameter of the crossed pipeline (cable) or its protective sheath with layered soil compaction. Along the trench, the size of the bedding along the top should be 0.5 m more on each side of the pipeline (cable) or its protective sheath being crossed, and the slopes of the bedding should not be steeper than 1:1.

If the project provides for devices that ensure the invariability of the position and the safety of the crossed communications, backfilling of the trench should be carried out in accordance with 7.16.

7.22. Backfilling of narrow sinuses, including those performed in subsiding soils of type II, is recommended to be backfilled immediately to the full depth, followed by compaction of clay soils with soil piles, or vertical reinforcement by punching wells with a pneumatic punch, followed by filling them with poured concrete of class B7.5 on fine aggregate.

7.23. In embankments with rigid fastening of slopes and in other cases, when the density of the soil on the slope must be equal to the density in the body of the embankment, the embankment should be backfilled with a technological widening, the value of which is set in the project depending on the steepness of the slope, the thickness of the layers being poured, the natural slope of the loosely poured soil and the minimum allowable approach of the compacting mechanism to the edge of the embankment. The soil cut from the slopes can be re-laid into the body of the embankment.

7.24. In order to organize passages along the dumped rock fill over the entire area, it is necessary to pour a leveling layer of fine rocky soil (piece size up to 50 mm) or coarse sand.

7.25. When performing work in rainy autumn time, it is necessary to protect the soil in reserves from waterlogging, and in dry summer time from excessive drying. Under these conditions, the soil poured into separate cards must be immediately compacted to the required density.

At the same time, the dimensions of the maps in the plan are taken in such a way that the backfilling and compaction of soil layers are carried out during one shift.

7.26. Work on the implementation of embankments and backfilling at low temperatures should be carried out taking into account the following requirements:

preparation of the surface (base) of the embankment and backfills should be carried out with the complete removal of snow, ice, a frozen layer of weak and heaving soil to its entire depth;

filling into the embankment and backfilling of soils must be carried out at their natural moisture and in a thawed state with the content of frozen soil clods not exceeding the requirements given in Appendix M and, as a rule, on previously unfrozen, filled and compacted layers.

at low humidity of the dumped soils, more

– – –

heavy soil compaction equipment;

work on backfilling and compaction of each layer must be carried out during one work shift;

when making embankments from clay soils with heavy snowfall, all work should stop;

breaks in the work on the implementation of embankments and backfilling are allowed only under the conditions that during the break the freezing depth of previously compacted heaving soils does not exceed 15 cm or during the break the previously compacted soils are insulated by special means(for example, low-moisture loose soil, which is subsequently removed);

all work on filling soils and their compaction is carried out with increased intensity.

7.27. In the process of performing work on the installation of embankments and backfilling, the following is carried out:

a) input control over the type and main physical parameters of soils supplied for filling and backfilling; types and main characteristics of soil-compacting machines, performed mainly by the registration method;

b) operational control, measuring and visual, of the types and moisture content of the soil poured into each layer; the thickness of the poured layers; if necessary, additional moistening of soils with the uniformity and amount of water poured; uniformity and number of passes (blows) of soil-compacting machines over the entire area of the layer and, especially, on slopes near existing structures; performance of work on sealing quality control;

c) acceptance control for each layer and in general for the object or its parts is carried out by measuring methods, as well as according to design documentation in accordance with the requirements of Appendix M.

7.28. When using soils of high humidity in the PPR, zones of embankments should be provided, filled by alternating a layer of draining (sandy, gravel, etc.) soil, which ensures drainage of waterlogged clay soil laid on top under the action of its own weight, and the possibility of moving vehicles and mechanisms along dump cards.

7.29. Losses of soil during transportation to earthworks by vehicles, scrapers and earth carriers should be taken into account when transporting at a distance of up to 1 km - 0.5%, at long distances - 1.0%.

7.30. Losses of soil when moving it with bulldozers on a base composed of soil of a different type should be taken into account when backfilling trenches and pits - 1.5%, when laying in an embankment - 2.5%.

It is allowed to accept a larger percentage of losses with sufficient justification, by a joint decision of the customer and the contractor.

7.31. When performing work on the construction of embankments and backfills, the composition of controlled indicators, limit deviations, the volume and methods of control must comply with Appendix M. The points for determining indicators of soil characteristics must be evenly distributed over the area and depth.

8. Earthworks in special soil conditions

8.1. Earthworks in special soil conditions include: vertical planning of the construction site; engineering training construction area; excerpt of a foundation pit for a structure; compaction of base soils, carried out in accordance with the requirements of section 16.2 and Appendix D; backfilling of pits and trenches. The need for high-quality implementation of each of these stages of excavation is caused by the fact that they, individually and as a whole, are one of the measures that ensure the normal operation of buildings and structures under construction.

8.2. Vertical layout construction sites and the territory as a whole should be carried out, if possible, with the preservation of natural runoff of surface rain and melt water, by cutting and backfilling soils with the device, in the latter case, of planning embankments.

On sites with hilly or large slopes of the relief, vertical planning is carried out with ledges or slight slopes.

In the areas of cutting and adding soil, as a rule, the soil-vegetative layer is completely cut off for the subsequent creation of a fertile layer within the green zones.

– – –

Planning embankments, which are the foundation of buildings and structures, utilities, roads, etc. on low-moisture subsidence, swelling, saline and other soils, they are carried out by a dry method from local clayey, less often sandy soils according to the requirements given in Section 8, and on organomineral and organic, weak and other water-saturated soils, by hydraulic filling, as a rule, sandy soils.

8.3. The lower part of the leveling embankment on subsiding soils with type II soil conditions, which is a low-permeable screen with a thickness, should be made of loams with their compaction to a compaction factor, and if necessary, an ecological screen under the foundations of structures made of clay with a plasticity number with compaction to a compaction factor and thick.

The use of drainage materials for the construction of planning embankments on sites with type II subsidence is not allowed.

8.4. On swollen and saline soils, leveling embankments under foundations and around structures, engineering communications in strips with a width of at least or (respectively, the thickness below the underlying layer of swelling or saline soil) must be made from non-swelling and non-saline soils.

Swelling and saline soils are allowed to be used only in areas of green areas located between structures and utilities.

8.5. When constructing leveling embankments, as well as backfilling in dry areas, it is allowed to use mineralized water to moisten the soil, provided that the total amount of soluble salts in the soil after compaction does not exceed the allowable limits established by the project.

8.6. Temporary roads for the operation of construction equipment should be laid according to the project, as a rule, along the routes of future main roads and internal driveways with a crushed stone-soil coating with a thickness of 0.2 - 0.4 m on a compacted base to a depth of 1 - 1.5 m to the value of the coefficient seals on subsidence, saline clay soils, as well as on areas of the planning embankment.

At the intersections of the main temporary roads, reinforced concrete road slabs should be laid on a crushed stone-soil pavement.

8.7. When performing work on saline soils during the dry period in arid regions, the POS should provide for duplication of temporary road routes.

The upper layer of saline soil with a thickness of at least 5 cm must be removed from the surface of the base of the planning embankment of temporary roads of reserves and quarries.

8.8. The development of pits in subsidence, swelling and saline soils should be carried out taking into account the requirements of Section 6 only after the measures according to 8.2 - 8.5 have been completed.

The dimensions of the pits are taken according to the project and must exceed the dimensions of the compacted area of the foundation soils for the foundations by at least 1.5 m in each direction, and in cases of using pile foundations - 1.0 m from the edges of the grillages.

Entrances and exits from the pits should be carried out from the downstream side.

To ensure the maneuvering of heavy machines during deep compaction of soils, the construction of pile foundations, it is advisable to pour crushed stone, pebble soil, crushed stone, etc. on the bottom of open pits in subsiding soils. layer 0.15 - 0.30 m thick.

In order to preserve the natural moisture content of soils from waterlogging or drying, and in winter the thawed state of soils, the excavation of pits should be carried out in separate maps (captures), the dimensions of which are assigned in the plan taking into account the intensity of the foundations.

8.9. In winter, the surface of the bottom of the pit, the compacted base should be protected from freezing, and before laying the foundations with a grillage, remove snow, ice, frozen loosened soil.

8.10. Backfilling of pits, trenches should be carried out immediately after the installation of foundations, underground parts of buildings and structures, laying of engineering communications in accordance with the requirements of Section 7, as a rule, clay, non-swelling and non-saline

– – –

Swelling soils can be used when backfilling trenches within green areas, as well as backfilling pits, provided that a non-swelling damping layer is poured along the foundation structures or underground parts of buildings and structures, which absorbs swelling deformations. The width of the damping layer is set by the project.

8.11. In the course of earthworks on soft soils, on temporary roads and on the surface of dumps, according to the instructions of the project, measures must be taken to ensure the operation and passage of construction equipment and vehicles (filling the drainage layer of soil, the use of geotextile materials, etc.).

8.12. The method of erecting planning, as well as road embankments and other earthworks on peaty, soft soils is determined by the project and is carried out with layer-by-layer backfilling and compaction with soil according to the requirements of Section 17 or by hydraulic filling of sandy soils.

8.13. In projects for hydraulic reclamation of soils, the following should be provided:

work on preparing the base for the alluvial leveling embankment in accordance with the requirements of Table 7.1;

backfilling at the base of the inundated embankment of a drainage layer of pebble (gravel), coarse sands, crushed stone to collect excess water and a system for collecting it and removing it from the site;

measures for a fairly uniform distribution of the pulp over the entire area of the washed area;

requirements for the control of the physical and mechanical characteristics of alluvial soils, the main parameters of alluvial embankments, types and methods of control.

8.14. In cases of using soft soils (according to SP 34.13330) as the bases of roads and sites, the sod layer should not be removed.

8.15. When erecting embankments on soft soils, in agreement with the customer and the design organization, surface and depth marks should be installed in characteristic areas to monitor the deformations of the embankment and its underlying natural soils, as well as clarify the actual scope of work.

8.16. When performing earthworks in areas of shifting sands, the POS should provide for measures to protect embankments and excavations from drifts and blowing during the construction period (the procedure for developing reserves, advancing the installation of protective layers, etc.).

Blowout protective layers of clayey soil over sand should be laid in strips with an overlap of 0.5 - 1.5 m, and therefore the project must provide for an additional volume of soil in the amount of 10 - 15% of the total volume of the protective layer.

8.17. When embankments are erected in areas of shifting sands, soil losses due to blowing should be taken into account in the design, taking into account the effectiveness of the provided measures against blowing according to analogues or special studies, but not more than 30%.

8.18. In the POS on landslide-prone slopes, the following should be established: the boundaries of the landslide-prone zone, the mode of soil development, the intensity of development or backfilling in time, linking the sequence of cuts (embankments) and their parts with engineering measures that ensure the overall stability of the slope, means and mode of position control and advance dangerous slope condition.

8.19. It is prohibited to carry out work on slopes and adjacent areas in the presence of cracks, stabs on them until the implementation of appropriate anti-landslide measures.

In the event of a potentially dangerous situation, all types of work should be stopped.

The resumption of work is allowed only after the complete elimination of the causes of the dangerous situation with the execution of the relevant permit.

9. Explosive work in soils

9.1. When performing blasting in construction, the following must be ensured:

in accordance with the uniform safety rules for blasting - the safety of people;

within the limits established by the project - the safety of existing structures, equipment, engineering and transport communications located in the zone of possible influence of blasting, as well as non-disturbance of production processes in industrial, agricultural and other

– – –

enterprises, measures for the protection of nature.

If damage to existing and under construction buildings and structures cannot be completely excluded during blasting, then possible damage should be indicated in the project.

Appropriate decisions should be agreed with the organizations concerned.

In the working documentation for blasting and the project for the production of blasting near the responsible engineering structures and operating industries, special technical requirements and conditions for agreeing on blasting projects submitted by organizations operating these facilities should be taken into account.

9.2. Working documentation for blasting operations in particularly difficult conditions should be developed as part of the project by the general design organization or, on its instructions, by a specialized subcontractor. At the same time, technical and organizational solutions for the safety of explosions should be provided in accordance with the requirements of special instructions of the relevant departments. Particularly difficult conditions should be considered blasting near railways, main pipelines, bridges, tunnels, power transmission and communication lines, operating enterprises and operated residential buildings and structures, underwater blasting, work in the conditions of the need to preserve the edge massif, as well as blasting when making excavations on slopes steepness over 20° and on landslide-prone slopes.

9.3. When developing blasting projects in particularly difficult conditions, a forecast of dynamic effects on environment and existing buildings and structures, as well as an assessment of the environmental impact of these works.

9.4. When performing blasting operations in particularly difficult conditions, geotechnical and environmental monitoring should be carried out in the zone of possible impact of blasting operations.

9.5. The methods of blasting and technological characteristics provided for by the working documentation or the project for the production of blasting operations can be specified in the course of their implementation, as well as based on the results of special experimental and modeling explosions. Changes that do not cause a violation of the design outlines of the excavation, a decrease in the quality of loosening, an increase in damage to structures, communications, land, are specified by a corrective calculation without changing the project documentation. If necessary, amend the project documentation made in consultation with the organization that approved it.

9.6. For the storage of explosive materials, provision shall, as a rule, be made for the use of permanent storage facilities for explosive materials. During the construction of enterprises that do not include permanent warehouses of explosive materials, it is necessary to provide them as temporary structures.

Warehouses for explosive materials, special dead ends and platforms for unloading should be provided as temporary structures during the construction of enterprises, if they are not part of them as permanent ones.

9.7. Prior to blasting, the following must be completed:

clearing and leveling of sites, laying out the plan or route of the structure on the ground;

arrangement of temporary access and internal roads, organization of drainage, "frilling" of slopes, elimination of "stabs" and individual unstable pieces on the slopes;

lighting of work sites in case of work in the dark;

device on the slopes of shelves-ledges (pioneer trails) for the operation of drilling equipment and the movement of vehicles;

transfer or disconnection of utilities, power transmission and communication lines, dismantling of equipment, shelter or removal of mechanisms from the danger zone and other preparatory work provided for by the working documentation or the blasting project.

9.8. The size of the blasted soil must comply with the requirements of the project, and in the absence of special instructions in the project, it must not exceed the limits established in a contractual manner by organizations performing earthworks and blasting.

9.9. Deviations from the design outline of the bottom and sides of excavations developed using blasting, as a rule, must be established by the project. In the absence of such indications in the project, the value of limit deviations, the volume and method of control for cases of explosive loosening of frozen and rocky soils should be taken according to Table 6.3, and for cases of arranging excavations by explosion for ejection, they should be set in the project for blasting as agreed between

– – –

earthworks and blasting organizations.

9.10. Explosive work at the construction site must be completed, as a rule, before the start of the main construction and installation work, which is established in the PPR.

9.11. When arranging excavations in rocky soils with slopes of 1:0.3 and steeper, as a rule, contour blasting should be used.

9.12. Slopes of profile cuts in rocky soils that are not subject to fastening must be cleared of unstable stones during the development of each tier.

10. Environmental requirements for earthworks

10.1. The environmental requirements for earthworks are set out in the SSP in accordance with applicable laws, standards, and policymakers' documents governing the rational use and protection of natural resources.

10.2. The fertile soil layer at the base of the embankments and in the area occupied by various excavations, before the start of the main excavation work, must be removed in the amount established by the construction organization project and transferred to dumps for subsequent use in reclamation or increasing the fertility of unproductive lands.

It is allowed not to remove the fertile layer:

with a thickness of the fertile layer less than 10 cm;

in swamps, swampy and watered areas;

on soils with low fertility in accordance with GOST 17.5.3.05, GOST 17.4.3.02, GOST 17.5.3.06;

when developing trenches with a top width of 1 m or less.

10.3. The need for removal and the thickness of the removed fertile layer are established in the POS, taking into account the level of fertility, the natural zone in accordance with the requirements of current standards and 9.2.

10.4. Removal and application of the fertile layer should be carried out when the soil is in a non-frozen state.

10.5. Storage of fertile soil should be carried out in accordance with GOST 17.4.3.02.

Methods for storing soil and protecting piles from erosion, flooding, pollution should be established in the construction organization project.

It is forbidden to use the fertile soil layer for the construction of lintels, bedding and other permanent and temporary earthworks.

10.6. In the event that archaeological and paleontological objects are discovered during earthworks, work on this site should be suspended and the local authorities should be notified about this.

10.7. The use of quick-hardening foam to protect soil from freezing is not allowed:

in the catchment area of an open source of water supply within the first and second belts of the zone of sanitary protection of water pipes and water sources;

within the first and second belts of the sanitary protection zone of underground centralized drinking water pipelines;

in territories located upstream of the underground flow in areas where groundwater is used for domestic and drinking purposes in a decentralized manner;

on arable lands, perennial plantations and fodder lands.

10.8. All types of underwater earthworks, discharge of clarified water after alluvium, as well as earthworks in flooded floodplains are carried out according to an agreed project.

10.9. In the course of dredging works or alluvium of underwater dumps in reservoirs of fishery importance, the total concentration of mechanical suspensions must be within the established norms.

10.10. Soil flushing from the decks of dredger vessels is allowed only in the area of the underwater dump.

10.11. Terms of production and methods of underwater excavation should be assigned taking into account the environmental situation and natural biological rhythms (spawning, migration of fish, etc.) in the work area.

– – –

11.1. When preparing foundations and arranging foundations, earthwork, stone, concrete and other works must be carried out taking into account the requirements of SP 48.13330, SP 70.13330 and SP 71.13330 and the PPR developed for the facility.

11.2. Works on the construction of bases and foundations without a PPR are not allowed, except for structures of the 4th level of responsibility for their intended purpose.

11.3. The sequence and methods of performing work should be linked to the work on laying underground utilities, building access roads at the construction site and other zero-cycle work.

11.4. When arranging foundations, foundations and underground structures, the need for dewatering, compaction and fixing of the soil, fencing the pit, freezing the soil, erecting the foundation using the "wall in the ground" method and carrying out other works is established by the construction project, and the organization of work - by the construction organization project.

If the need to perform the above work arises in the process development of WEP or when opening the pit, the decision to perform the specified work is made by the design and construction organization together with the customer.

11.5. When laying and reconstructing underground utilities, landscaping urban areas and arranging road surfaces, the current rules for the production of work, as well as provisions on the protection of underground and surface engineering structures, must be observed.

11.6. Construction and installation, loading and unloading and special works must be carried out in compliance with safety regulations, fire safety, sanitary norms, environmental requirements and other rules set out in this set of rules.

11.7. If a discrepancy is found between the actual engineering and geological conditions adopted in the project, it is allowed to adjust the project for the production of works.

11.8. Work performance methods should not allow the deterioration of the construction properties of the foundation soils (damage by mechanisms, freezing, erosion by surface waters, etc.).

11.9. Special foundation works - soil compaction, embankment and padding, fixing, freezing of soil, ramming of pits and others should be preceded by experimental work, during which technological parameters should be established that ensure the requirements of the project, as well as obtaining benchmarks subject to operational control in the course of work.

The composition of controlled indicators, limit deviations, the scope and methods of control must correspond to those specified in the project.

Experimental work should be carried out according to a program that takes into account the engineering and geological conditions of the site provided for by the project, mechanization tools, the work season and other factors affecting the technology and work results.

11.10. In the process of construction work, incoming, operational and acceptance control should be carried out.

11.11. Quality control and acceptance of work should be carried out systematically by the technical staff of the construction organization and carried out by representatives of architectural supervision and the customer with the involvement of a representative of the construction organization, as well as representatives of the survey and other specialized organizations.

The results of the control should be recorded by an entry in the work log, an intermediate inspection certificate or an acceptance certificate for hidden work, including an acceptance certificate for a separate prepared section of the foundation.

11.12. Upon acceptance of completed works, the conformity of the actually obtained results with the requirements of the project must be established. The specified compliance is established by comparing the design, executive and control documentation.

11.13. In acts of acceptance of foundations drawn up by a geologist of a survey organization, it is necessary:

assess the conformity of the base soils provided for in the project;

indicate the amendments made to the project of foundations and foundations, as well as to the project for the production of works after intermediate inspections of the foundations;

11.14. The following documents are attached to the grounds acceptance certificates:

materials of soil tests performed both in the process of current control of the production of works, and during the acceptance of the foundation;

acts of intermediate inspections and acceptance of hidden works;

work production logs;

working drawings for actual work performed.

11.15. Separate critical structures completed in the process of production of work must be accepted technical supervision the customer with the preparation of acts of intermediate acceptance of these structures.

11.16. When arranging foundations in pits, the dimensions of the latter in the plan should be assigned according to the design dimensions of the structure, taking into account the design of the fence and fixing the walls of the pit, the methods of drainage and the construction of foundations or underground structures.

11.17. The working drawings of the excavation should contain data on the location of ground or underground structures and communications within its boundaries, the horizons of underground, low-water and high waters, as well as the working water horizon.

11.18. Prior to the start of excavation, the following work must be completed:

breakdown of the pit;

planning of the territory and diversion of surface and ground waters;

dismantling or transfer of ground and underground communications or structures falling into the development spot;

pit fencing (if necessary).

11.19. The transfer (reconstruction) of existing underground utilities and the development of soil in their locations are allowed only with the written permission of the organization responsible for the operation of communications.

11.20. In the process of arranging pits, foundations and underground structures, constant supervision of the state of the soil, fencing and fastenings of the pit, water filtration should be established.

11.21. When excavating pits directly near the foundations of existing structures, as well as existing underground utilities, it is necessary to take measures against possible deformations of existing structures and communications, as well as violations of the stability of the slopes of the pits.

Measures to ensure the safety of existing structures and communications should be developed in the project and, if necessary, agreed with operating organizations.

11.22. Fences and fixings of pits should be carried out in such a way that they do not interfere with the production of subsequent work on the construction of structures. The fastenings of shallow pits should, as a rule, be inventory, and the sequence of their disassembly should ensure the stability of the walls of the pits until the completion of work on the installation of foundation and other structures.

11.23. When developing a pit in water-saturated soils, measures should be taken to prevent slope slippage, suffusion and uplift of the base soil.

If the base is composed of water-saturated fine and silty sands or clayey soils of fluid-plastic and fluid consistency, measures must be taken to protect them from possible disturbances during the movement of earthmoving and transport vehicles, as well as liquefaction due to dynamic effects.

11.24. The shortage of soil at the bottom of the pit is established in the project and specified in the course of work.

A change in the design shortage of soil must be agreed with the design organization.

Random selection of soil in the pit must be restored by local or sandy soil with careful sealing. The type of filling soil and the degree of compaction must be agreed with the design organization.

11.25. The bases, disturbed during the performance of work as a result of freezing, flooding, sorting out the soil, etc., must be restored in a manner agreed with the design organization.

11.26. Soil excavation in pits or trenches at variable depth

– – –

foundations should be ledges. The ratio of the height of the ledge to its length is set by the project, but should be at least 1:2 - with cohesive soils, 1:3 - with non-cohesive soils. The soil must be developed in ways that ensure the preservation of the structure of the soil in the ledges of the base.

11.27. Soils in the base that do not correspond in their natural occurrence to the density and water resistance required by the project should be replaced or additionally compacted using compacting agents (rollers, heavy rammers, etc.).

The degree of compaction, expressed by the density of dry soil, should be specified in the project and should provide an increase in the strength properties of the soil, a decrease in its deformability and water permeability.

11.28. The construction of foundations on foundations from bulk soils is allowed in cases provided for by the project, after preparing the foundation, taking into account the composition and condition of the soils and in accordance with the decision made on the method of filling and compacting them.

The use of embankments of slag and other non-soil materials as foundations is allowed if there are special instructions developed in the project and providing for the production procedure and work technology and their quality control.

11.29. Methods for arranging embankments, pillows, backfills, as well as soil compaction are established in the project and specified in the project for the production of works, depending on the required density and condition of the soils, the scope of work, the available mechanization tools, the timing of the work, etc.

11.30. Backfilling of the sinuses with soil and its compaction should be carried out while ensuring the safety of the waterproofing of foundations, basement walls and underground structures, as well as nearby underground utilities (cables, pipelines, etc.). To prevent mechanical damage to the waterproofing, a protective coating should be used (including from profiled membranes, piece and other materials).

11.32. The installation of foundation and underground structures should be started without delay after the signing of the act and acceptance of the foundation by the commission.

A break between the end of the excavation and the construction of foundations or underground structures, as a rule, is not allowed. In case of forced breaks, measures must be taken to preserve the natural structure and properties of soils, as well as to prevent flooding the pit with surface water and freezing of soils.

11.33. Measures to preserve the natural structure and properties of soils at the base include:

protection of the pit from surface water ingress;

fencing of the excavation and foundation soils with a waterproof wall ("wall in the ground", fencing made of tongue and groove, secant piles, etc.);

removal of hydrostatic pressure by deep drainage from the underlying layers containing water;

exclusion of water inflow into the pit through the bottom;

exclusion of dynamic impacts during excavation of pits by earth-moving machines with the help of a protective layer of shortfall soil;

protection of the base soil from freezing.

11.34. When water enters the pit during the production of water, it is necessary to ensure drainage in order to avoid flooding a fresh layer of concrete or mortar until they acquire a strength of at least 30% of the design.

With a large influx of water, the removal of which can cause the solution to be washed out and the soil to flow into the pit, it is necessary to arrange a backfill pad of concrete laid underwater. The thickness of the pillow is assigned according to the project for the production of works, but not less than 1 m with a water pressure of up to 3 m.

11.35. Enclosed pits for foundations should be carried out in compliance with the following rules:

a) if it is impossible to drain the pit (to carry out work on the installation of grillages), the excavation of the soil to the design marks should be carried out underwater (airlifts, hydraulic elevators, grabs). To prevent water from entering the bottom of the pit

– – –

a concrete backfill layer should be laid using the method of a vertically moved pipe. The thickness of the concrete layer, determined by the calculation of the water pressure from below, must be at least 1 m and at least 1.5 m - in the presence of uneven soil bottom of the pit up to 0.5 m in its underwater development;

b) the top of the pit fences must be located at least 0.7 m above the working water level, taking into account the height of the wave and surge, or 0.3 m above the freezing level. For the working water level (freeze up) in the PPR, the highest possible seasonal water level (freeze up) during the period of performance of this type of work, corresponding to the calculated probability of exceeding 10%, should be taken. At the same time, possible level excesses from the effects of surge winds or ice jams should also be taken into account. On rivers with regulated flow, the operating level is assigned on the basis of information from organizations that regulate flow;

c) it is allowed to pump out water from the excavation enclosure and erection of the grillage after the concrete of the backfill layer acquires the strength specified in the project, but not less than 2.5 MPa.

11.36. The surface of the base, composed of clay soils, should be leveled with sand (except dusty) with a thickness of 5 - 10 cm. Surface sandy base planning without bedding. Cranes and other mechanisms should be located outside the prepared areas of the base.

11.37. When erecting monolithic foundations, as a rule, preparations are made from lean concrete, which makes it possible to lay a screed under waterproofing and prevent leakage of the solution from the concrete mixture of the concrete foundation.

11.38. With a variable depth of the foundation, its construction begins from the lower marks of the foundation. Then, the upstream sections are prepared and the foundation blocks are laid on the base with preliminary compaction of the filling of the sinuses of the underlying sections or blocks.

11.39. When accepting the prepared foundation, prior to the commencement of work on the installation of foundations, the location, dimensions, elevations of the bottom of the pit, the actual bedding and soil properties specified in the project, as well as the possibility of laying foundations at the design or modified elevation, must be established.

Verification of the absence of violations of the natural properties of the foundation soils or the quality of their compaction in accordance with the design data should, if necessary, be accompanied by sampling for laboratory tests, probing, penetration, etc.

In case of large deviations from the design data, in addition, soil testing with stamps should be performed and a decision made on the need to change the design.

11.40. Verification of the homogeneity and sufficiency of the compaction of soils in natural occurrence or soil pads should be carried out by field methods (probing, radioisotope methods, etc.) and selective determination of the density of dry soil using samples taken from each compacted soil layer.

11.41. If a significant discrepancy between the actual and design characteristics of the base soil is established, the need to revise the project and the decision to carry out further work should be made with the participation of representatives of the design organization and the customer.

11.42. When erecting foundations and underground structures, it is necessary to control their depth, size and location in the plan, the arrangement of holes and niches, the performance of waterproofing and the quality of the materials and structures used. On the device (preparation) of the base and waterproofing, certificates of examination of hidden works must be drawn up.

11.43. Types of control when opening the pit:

observance of the necessary shortfalls in soil, prevention of overshoots and violations of the structure of the soil of the base;

prevention of violation of the soil structure when cutting shortfalls, preparing foundations and laying structures;

protection of base soils from underflooding by underground and surface waters with softening and erosion of the upper layers of the base;

compliance with the characteristics of the exposed soils of the base provided for in the project;

achieving sufficient and uniform compaction of soil pads, as well as backfilling and floor preparations;

– – –

the sufficiency of the applied measures to protect the foundation soil from freezing;

compliance with the actual depth of laying and dimensions of structures and the quality of the materials used provided for in the projects.

– – –

12.1.1. Methods for driving prefabricated piles: driving, vibration driving, indentation and screwing. Means used to facilitate penetration: leader drilling, removal of soil from hollow piles and shell piles, etc. When preparing for the production of work on pile foundations and sheet piling, the following should be taken into account:

data on the location in the zone of influence of the work of existing underground structures, electric cables, indicating the depth of their laying, power lines, buildings and structures, as well as measures to protect them;

if necessary - preparation of the base for pile and drilling equipment based on the engineering and geological conditions of the construction site and the type of equipment used.

Note. Within the water area, work is allowed to be carried out with waves of no more than one point, if floating cranes and pile drivers with a displacement of up to 500 tons are used, and no more than 2 points with a larger displacement, and jack-up platforms - with waves of no more than 4 points.

12.1.2. When using hammers or vibratory drivers for driving piles and sheet piles near existing buildings and structures, it is necessary to assess the danger to them of dynamic effects, based on the effect of vibrations on deformations of foundation soils, technological instruments and equipment.

Note. The assessment of the influence of dynamic effects on the deformation of foundations, composed of almost horizontal (slope no more than 0.2), layers of sand sustained in thickness, except for water-saturated dusty ones, can be omitted when driving piles with hammers weighing up to 7 tons at a distance of more than 20 m, when piles are vibrated - 25 m and sheet pile - 15 m to buildings and structures. If it is necessary to drive piles and sheet piles at shorter distances to buildings and structures, measures should be taken to reduce the level and continuous duration of dynamic impacts (piling into leader holes, lowering the height of the hammer, alternating driving of the nearest and more distant piles from buildings, etc.). ) and conduct geodetic observations of the settlements of buildings and structures.

12.1.3. It is not allowed to immerse piles with a cross section of up to 40 x 40 cm at a distance of less than 5 m, sheet piles and hollow round piles with a diameter of up to 0.6 m - 10 m to underground steel pipelines with an internal pressure of not more than 2 MPa.

Pile and sheet piling near underground pipelines with an internal pressure of more than 2 MPa at shorter distances or a larger cross section can only be carried out taking into account the survey data and with appropriate justification in the project.

12.1.4. Additional measures to facilitate the driving of piles and sheet piles (jetting, leader holes, etc.) should be applied in agreement with the design organization in the event of a possible failure of the driven elements less than 0.2 cm or a vibration penetration rate of less than 5 cm/min.

12.1.5. 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 must be additionally loaded with a hammer or a vibratory driver until the design failure is obtained without the use of flushing.

12.1.6. Diesel and air-steam hammers, as well as hydraulic hammers, vibratory hammers and pushers can be used to drive piles. The choice of equipment for driving pile elements should be made in accordance with Appendices D and E, based on the need to ensure the bearing capacity provided for by the foundation design and penetration into the ground of piles and sheet piles to the specified design marks, and the sheet pile - deepening into the ground.

The choice of equipment for driving piles with a length of more than 25 m is carried out by calculation using

– – –

programs based on the wave theory of impact.

12.1.7. Sections of composite shell piles used to build up submerged shell piles are subject to control docking at the construction site to check their alignment and compliance with the project of embedded parts of the joints (within the established tolerances) and must be marked and marked with indelible paint for their correct connection (joining) ) at the dive site.

12.1.8. At the beginning of the pile driving operations, 5-20 test piles (the number is set by the project) should be driven in at different points of the construction site with the registration of the number of blows per meter of immersion. The measurement results should be recorded in the work log.

12.1.9. At the end of pile driving, 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, as well as hydraulic hammers or diesel hammers, the last fall should be taken equal to 30 blows, and the refusal 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 depth of the pile from one blow during the last minute in the fall.

When indenting piles, record the final indentation force for every 10 cm in the last 50 cm of immersion.

12.1.10. When vibrodriving piles or shell piles, the duration of the last pledge is assumed to be 3 minutes. During the last minute of the pledge, it is necessary to measure the power consumption of the vibratory driver, the sinking speed with an accuracy of 1 cm/min, and the amplitude of the pile or shell pile vibration with an accuracy of 0.1 cm - in order to be able to determine their bearing capacity.

12.1.11. Piles with a failure greater than the calculated one should be subjected to control finishing after they "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 determine the need for control tests of piles with a static load and adjustment of the pile foundation design or its parts.

12.1.12. 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 their length up to 10 m and underloaded more than 50 cm with a pile length 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 additional sinking.

12.1.13. During vibration driving of reinforced concrete shell piles and hollow round piles open from below, measures should be taken to protect their reinforced concrete walls from the formation of longitudinal cracks as a result of the hydrodynamic pressure that occurs in the cavity of the pile elements during vibration driving into water or liquefied soil. Measures to prevent the occurrence of cracks should be developed in the PPR and checked during the period of immersion of the first shell piles.

12.1.14. At the last stage of immersion of the shell pile, in order to prevent deconsolidation of the foundation soil in the cavity of the shell piles, it is necessary to leave a soil core with a height according to the project, but not less than 2 m from the bottom of the shell knife in case of using hydraulic mechanization and not less than 0.5 m when using a mechanical method soil removal.

12.1.15. Before immersion, the steel tongue should be checked for straightness and cleanliness of the lock cavities by dragging it on the stand through a 2-meter template.

Locks and combs of sheet piles when lifting them with a cable must be protected with wooden spacers.

12.1.16. When constructing structures or fences that are closed in plan, the sheet pile should be immersed, as a rule, after its preliminary assembly and complete closure.

12.1.17. Extraction of the sheet pile should be carried out with mechanical devices capable of developing pulling forces 1.5 times higher than the forces determined during the test extraction of the sheet pile under these or similar conditions.

The speed of lifting the sheet pile during their extraction should not exceed 3 m/min in sands and 1 m/min in

– – –

clay soils.

12.1.18. The maximum negative temperature at which immersion of a steel sheet pile is allowed is set by the design organization depending on the steel grade, immersion method and soil properties.

– – –

12.2.1. The installation of stuffed piles should be carried out by dipping into the ground steel casing pipes with a lost tip or a compacted concrete plug, removed by hammer blows. The immersion of these pipes is allowed to be carried out by specialized machines equipped with immersion mechanisms of shock, vibration or screwing action.

Pipes are removed after concreting.

The installation of bored and bored piles should be carried out using universal grapple, impact, rotary, bucket or screw type units, which, in addition to drilling a well, allow installation of reinforcement cages and concreting, as well as extracting casing pipes.

In the absence of groundwater within the depth of laying piles, their installation can be carried out in dry wells without fastening their walls, and in water-saturated soils with their fastening by retrievable casing pipes, clay (bentonite) or polymer solutions, and in some cases according to the project - under excess water pressure. In sands and flooded soils, advance drilling is unacceptable.

12.2.2. Dry wells in sand, cased with steel pipes or reinforced concrete shells, as well as open wells drilled in loam and clay layers located above the groundwater level and not having interlayers and lenses of sand and sandy loam, are allowed to be concreted without the use of concrete pipes by the method of free discharge of concrete mix from a height of up to 6 m. It is allowed to lay the concrete mixture by the method of free drop from a height of up to 20 m, provided that positive results are obtained during the experimental verification of this method using a mixture with a specially selected composition and mobility.

In wells filled with water or slurry, the concrete mixture should be laid using the vertically displaced pipe (VPT) method. At the same time, during the concreting process, it is necessary at all stages to control the level of the concrete mixture in the well and the penetration of the concrete pipe into the concrete mixture by at least 1 m.

When concreting dry before and after installation of the reinforcing cage, the well should be surveyed for the presence of loose soil in the bottomhole, scree, fallout, water and sludge.

12.2.3. Excessive pressure (pressure) of water in clay soils is allowed to be used for fixing the surface of wells no closer than 40 m from existing buildings and structures.

12.2.4. The level of clay (bentonite) solution in the well during its drilling, cleaning and concreting should be at least 0.5 m higher than the groundwater level (or the water horizon in the water area). effect accompanied by suffusion of near-wellbore soil.

12.2.5. 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 mouths, bottomholes and the location of each 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 (if necessary, with the involvement of a geologist). If it is impossible to overcome the obstacles encountered during the drilling process, the decision on the possibility of using wells for piling should be made by the organization that designed the foundation.

12.2.6. When installing bored piles, the bottom of the well must be cleaned of loosened soil or compacted by tamping.

Compaction of non-saturated soils should be carried out by dropping a rammer into the well (with a diameter of 1 m or more - weighing at least 5 tons, with a well diameter of less than 1 m - 3 tons).

Compaction of bottomhole soil can also be carried out by vibration stamping, including with the addition of hard materials (crushed stone, hard concrete mix, etc.). The compaction of the soil in the bottom of the well must be carried out to a “failure” value not exceeding 2 cm over the last five

– – –

impacts, while the total amount of "failures" of the rammer must be at least the size of the diameter of the well.

12.2.7. Immediately prior to the underwater placement of the concrete mix in each well drilled in the rocky soil, it is necessary to wash off the drill cuttings from the face surface. For flushing, it is necessary to provide water supply under excess pressure of 0.8 - 1 MPa at a flow rate of 150 - 300 m3 / h.

Flushing should be continued for 5 - 15 minutes until the remaining cuttings disappear (which should be evidenced by the color of the water overflowing over the edge of the casing pipe or branch pipe). Flushing must be stopped only at the moment the concrete mixture starts to move in the concrete pipe.

12.2.8. 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 widenings.

12.2.9. In order to prevent lifting and displacement in terms of the reinforcement cage by the laid concrete mixture 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 well, the cage must be fixed in the design position.

12.2.10. The volume of the 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. after the explosion.

12.3. Bored piles

12.3.1. Drilling a well when installing bored-injection piles in unstable watered soils should be carried out with washing the wells with a clay (bentonite) solution in ways that ensure the stability of the walls of the well.

The parameters of the mud solution must meet the requirements of tables 14.1 and 14.2.

12.3.2. Hardening mixtures and mortars (fine-grained concretes) used for the manufacture of bored injection piles must have a density of at least 2.03 g/cm3, mobility along the AzNII cone of at least 17 cm, and water separation of no more than 2%. It is acceptable to use other similar compositions selected by specialized laboratories, which must meet the requirements of the project.

12.3.3. Filling the well of bored-injection piles with concrete mixtures should be carried out through a drilling string or injector pipe from the bottom of the well from the bottom up until the flushing solution is completely displaced and a clean concrete mixture appears at the wellhead.

12.3.4. Pressure testing of the bored pile should be carried out after installing a tampon with a pressure gauge in the upper part of the conductor pipe by injecting a hardening solution through the injector at a pressure of 0.2 - 0.3 MPa for 2 - 3 minutes. Soil compaction around wellbores filled with a solution can also be carried out with pulsed high-voltage discharges using RIT technology (discharge-pulse technology).

12.4. Piles arranged by a continuous hollow auger (CHP)

12.4.1. The installation of bored piles of NPSh should be carried out by screwing a hollow continuous auger into the ground of the base to a given design depth, after which a concrete mixture should be supplied to the internal cavity of the auger under pressure. At the same time, the auger must move progressively upward, lifting the developed soil with its blades, and the resulting well should be gradually filled to the top under pressure with a concrete mix, into which the reinforcing cage is then immersed.

12.4.2. Drilling units and machines for piling according to the FPS method must have control and measuring equipment output to an on-board computer (with a display and a printing device) in order to track the speed and verticality of drilling, the amount of torque imparted to the auger, according to given computer programs, the depth of its immersion in the ground, the pressure of the concrete mixture in the cavity of the auger and the volume of concrete laid in the well. All of these data are subject to

– – –

prompt display on the computer display, storage in its memory and, if necessary, issuance on printouts.

12.4.3. The process of sinking (drilling) wells should be carried out in one cycle without stopping up to the design level of the pile. When performing drilling operations, the shutter at the lower end of the auger must be closed to prevent water and soil from entering the internal cavity of the auger.

12.4.4. Drilling of wells located at distances less than three of their diameters from the centers of previously manufactured adjacent piles, the concrete strength of which did not reach 50% of the design class, taking into account the actual variation coefficient in accordance with GOST 18105, is not allowed. At distances of more than three diameters, drilling of wells is carried out without restrictions.

12.4.5. The supply of the concrete mixture into the well through the concrete pipelines and the internal cavity of the auger of the drilling machine must be carried out simultaneously with the translational (without rotation) lifting of the auger.

12.4.6. In the presence of water-saturated soils, the excess pressure in the concreting system is established by calculation and, amounting to more than 0.2 MPa, should exceed the pressure of external underground water by 5 - 10%.

12.4.7. The process of concreting the well should be continuous until it is completely filled with concrete mixture to the top. All this time, the auger should gradually move upwards without rotation, and in the concreted system, according to the readings of the on-board computer, the overpressure of the concrete mixture should be constantly maintained. When the pressure drops to a value of less than 0.2 MPa, the screw lift stops until the specified pressure is restored.

Note. Deviations of the volume of the concrete mixture from the volume of the well, calculated from the actual dimensions, should not exceed 12%.

12.4.8. The reinforcing cage should be installed by immersion in a completely filled with concrete mix and prepared well with a cleaned mouth. Frame acceptance is confirmed in advance (as the possibility of concreting the pile).

“L.V. Skulskaya, T.K. Shirokova ON THE PROBLEM OF COMPARATIVE EFFICIENCY OF PRODUCTION IN INDIVIDUAL SECTORS OF AGRICULTURE The article deals with comparative indicators of the results of production of agricultural enterprises and households. The calculated data presented by the authors are...»

«***** Izvestia ***** No. 4 (32), 2013 ZOOTECHNICAL AND VETERINARY COMPLEX UDC 636.2.034(470.45) PRODUCTIVE LONGEVITY OF RECORD-HOLDING COWS A.P. Kokhanov, Doctor of Agricultural Sciences, Professor M.A. Kokhanov, Doctor of Agricultural Sciences, Professor N.V. Zhuravlev, Candidate of Agricultural Sciences, Associate Professor, Volgograd State...»

Agrochemistry named after D.N. Pryanishnikov of the Russian Agricultural Academy, Moscow) The formation and development of the Geographical network is considered ... " vocational education"Saratov State Agrarian University and..." P.T. Dynamics of the main plant nutrition elements in the soils of the Soviet Far East // Issues of agriculture in the Far East ... "FEDERATION N 525 COMMITTEE OF THE RUSSIAN FEDERATION ON LAND RESOURCES AND LAND MANAGEMENT N 67 ORDER dated December 22, 1995 ON THE APPROVAL OF THE BASIC ... "of professional education KUBAN STATE AGRARIAN UNIVERSITY THE FACULTY OF PROCESSING TECHNOLOGIES I APPROVE Dean of the Faculty of Processing Technologies _ A. V. Stepovoi "_" _... "State Agricultural Academy named after I.I. Ivanov" Department feeding animals and those...” Filippova” “APPROVE” Dean of the Faculty of Engineering prof._ Ts.Ts. Dambaev "_" _ 2007 Considered and recommended Approved and recommended ... "1 FEDERAL STATE EDUCATIONAL INSTITUTION OF HIGHER EDUCATION "ORENBURG STATE AGRARIAN UNIVERSITY" Department of Sociology and Social Work

UPDATED VERSION OF SNiP 3.02.01-87

Earthworks, Grounds and Footings

SP 45.13330.2012

Foreword

The goals and principles of standardization in the Russian Federation are established by the Federal Law of December 27, 2002 N 184-FZ "On technical regulation", and the development rules - by the Decree of the Government of the Russian Federation of November 19, 2008 N 858 "On the procedure for developing and approving sets of rules ".

About the set of rules

1. Performers - Research, Design and Survey and Design and Technology Institute of Foundations and Underground Structures. N.M. Gersevanova (NIIOSP) - Institute of OAO "Research Center "Construction".
2. Introduced by the Technical Committee for Standardization TC 465 "Construction".
3. Prepared for approval by the Department of Architecture, Construction and Urban Policy.
4. Approved by the Order of the Ministry of Regional Development of the Russian Federation (Ministry of Regional Development of Russia) on December 29, 2011 N 635/2 and entered into force on January 1, 2013.
5. Registered by the Federal Agency for Technical Regulation and Metrology (Rosstandart). Revision 45.13330.2010 "SNiP 3.02.01-87. Earthworks, bases and foundations".
Information about changes to this set of rules is published in the annually published information index "National Standards", and the text of changes and amendments - in the monthly published information indexes "National Standards". In case of revision (replacement) or cancellation of this set of rules, a corresponding notice will be published in the monthly published information index "National Standards". Relevant information, notification and texts are also posted in the public information system - on the official website of the developer (Ministry of Regional Development of Russia) on the Internet.

Introduction

This set of rules contains instructions for the production and conformity assessment of earthworks, the construction of foundations and foundations in the construction of new buildings and structures, reconstruction. The set of rules was developed in the development of SP 22.13330 and SP 24.13330.
Updating and harmonization of SNiP was carried out on the basis of scientific research carried out in recent years in the field of foundation engineering, domestic and foreign experience in the application of advanced technologies in construction production and new means of mechanization of construction and installation works, new building materials.
SNiP 3.02.01-87 was updated by NIIOSP named after V.I. N.M. Gersevanova - by the Institute of JSC "Research Center "Construction" (Doctor of Engineering Sciences V.P. Petrukhin, Candidate of Engineering Sciences O.A. Shulyatiev - leaders of the topic; Doctors of Engineering Sciences: B.V. Bakholdin, P.A. Konovalov, N. S. Nikiforova, V. I. Sheinin, V. A. Barvashov, V. G. Budanov, H. A. Dzhantimirov, A. M. Dzagov, F. F. Zekhniev, M. N. Ibragimov, V. K. Kogai, I. V. Kolybin, V. N. Korolkov, G. I. Makarov, S. A. Rytov, A. N. Skachko, P. I. Yastrebov; engineers: A. B. Meshchansky, O. A. Mozgacheva).

1 area of use

This set of rules applies to the production and acceptance of: earthworks, arrangement of bases and foundations in the construction of new, reconstruction and expansion of buildings and structures.
Note. Further, instead of the term "buildings and structures", the term "structures" is used, which also includes underground structures.

These rules should be observed when arranging earthworks, bases and foundations, drawing up projects for the production of works (PPR) and organizing construction (POS).
When excavating, arranging foundations and foundations for hydraulic structures, water transport structures, reclamation systems, main pipelines, roads and railways and airfields, communication and power lines, as well as cable lines for other purposes, in addition to the requirements of these rules, the requirements of the relevant sets of rules that take into account the specifics of the construction of these structures.

This set of rules uses references to the following regulatory documents:
SP 22.13330.2011 "SNiP 2.02.01-83*. Foundations of buildings and structures"
SP 24.13330.2011 "SNiP 2.02.03-85. Pile foundations"
SP 28.13330.2012 "SNiP 2.03.11-85. Corrosion protection of building structures"
SP 34.13330.2012 "SNiP 2.05.02-85*. Highways"
SP 39.13330.2012 "SNiP 2.06.05-84*. Dams from soil materials"
SP 47.13330.2012 "SNiP 11-02-96. Engineering surveys for construction"

ConsultantPlus: note.
Apparently, there was a typo in the official text of the document: the correct number is SP 48.13330.2011, not SP 48.13330.2012.

SP 48.13330.2012 "SNiP 12-01-2004. Organization of construction"
SP 70.13330.2012 "SNiP 3.03.01-87. Bearing and enclosing structures"
SP 71.13330.2012 "SNiP 3.04.01-87. Insulating and finishing coatings"
SP 75.13330.2012 "SNiP 3.05.05-84. Technological equipment and process pipelines"
SP 81.13330.2012 "SNiP 3.07.03-85*. Ameliorative systems and structures"
SP 86.13330.2012 "SNiP III-42-80*. Main pipelines"
SP 116.13330.2012 "SNiP 22-02-2003. Engineering protection of territories, buildings and structures from hazardous geological processes. Basic provisions"
SP 126.13330.2012 "SNiP 3.01.03-84. Geodetic works in construction"
SP 129.13330.2012 "SNiP 3.05.04-85. External networks and facilities for water supply and sewerage"
SNiP 3.07.02-87. Hydrotechnical sea and river transport facilities
SNiP 12-03-2001. Labor safety in construction. Part 1. General requirements
SNiP 12-04-2002. Labor safety in construction. Part 2. Construction production
GOST 9.602-2005. Unified system of protection against corrosion and aging. Underground structures. General requirements for corrosion protection
GOST 12.1.004-91. System of labor safety standards. Fire safety. General requirements
GOST 17.4.3.02-85. Protection of Nature. Soils. Requirements for the protection of the fertile soil layer during earthworks
GOST 17.5.3.05-84. Protection of Nature. Land reclamation. General grounding requirements
GOST 17.5.3.06-85. Protection of Nature. Earth. Requirements for determining the norms for the removal of the fertile soil layer in the production of earthworks
GOST 10060.0-95. Concrete. Methods for determining frost resistance. General requirements
GOST 10180-90. Concrete. Methods for determining the strength of control samples
GOST 10181-2000. Concrete mixes. Test Methods
GOST 12536-79. Soils. Methods for laboratory determination of granulometric (grain) and microaggregate composition
GOST 12730.5-84. Concrete. Methods for determining water resistance
GOST 16504-81. The system of state testing of products. Testing and quality control of products. Basic terms and definitions
GOST 18105-86*. Concrete. Strength control rules
GOST 18321-73. Statistical quality control. Methods for random selection of samples of piece products
GOST 19912-2001. Soils. Field test methods for static and dynamic sounding
GOST 22733-2002. Soils. Method for laboratory determination of maximum density
GOST 23061-90. Soils. Methods for radioisotope measurements of density and humidity
GOST 23732-79. Water for concretes and mortars. Specifications
GOST 25100-2011*. Soils. Classification
GOST 25584-90. Soils. Methods for laboratory determination of the filtration coefficient
GOST 5180-84. Soils. Methods for laboratory determination of physical characteristics
GOST 5686-94. Soils. Piling Field Test Methods
GOST 5781-82. Hot-rolled steel for reinforcing reinforced concrete structures. Specifications.
Note. When using this set of rules, it is advisable to check the effect of reference standards and classifiers in the public information system - on the official website of the national body of the Russian Federation for standardization on the Internet or according to the annually published information index "National Standards", which was published as of January 1 of the current year , and according to the corresponding monthly published information signs published in the current year. If the referenced document is replaced (modified), then when using this set of rules, one should be guided by the replaced (modified) document. If the referenced document is canceled without replacement, then the appendix in which the reference to it is given applies in the part that does not affect this reference.

3. Terms and definitions

3.1. Barreta: load-bearing element of a reinforced concrete foundation, carried out using the "wall in the ground" method.
3.2. Temporary anchor: ground anchor with a design life of no more than two years.
3.3. Slurry Yield: The volume of slurry with a given effective viscosity obtained from 1 ton of slurry.
3.4. VPT: a method of placing concrete in a trench or borehole using a vertically movable concrete casting pipe.
3.5. Geosynthetics: geotextile materials in the form of rolls, bags, geogrids, reinforcing bars made from glass fiber, synthetic, basalt or carbon fiber.
3.6. Ground anchor: a geotechnical structure designed to transfer axial pull-out loads from the structure being fixed to the bearing layers of soil only within the root part of its length and consisting of 3 parts: head, free part and root.
3.7. Hydraulic fracturing: a method of strengthening soils associated with injection of a solution (water) into the well, followed by the formation of an artificial local crack in the soil mass filled with a solution.
3.8. Ground dowels: geotechnical structure for stability of slopes and slopes, arranged horizontally or obliquely without additional tension.
3.9. Trench capture: a fragment of a trench developed for subsequent concreting or filling with prefabricated elements with monolithic.
3.10. Injection zone: a limited interval in a well or injector through which a solution (water) is injected into the soil.
3.11. Retrievable anchor: a ground anchor (temporary) whose design allows its thrust to be fully or partially retrieved (on the free length of the anchor).
3.12. Ultrasonic control: ultrasonic quality control (continuity) of bored piles in a construction site.
3.13. Anchor Root: The part of the anchor that transfers the load from the anchor's thrust to the ground.
3.14. Clogging, plugging: filling of pores and cracks in the soil with solid particles of the injected solution that prevent filtration.
3.15. Compensatory injection: a method of maintaining or restoring the initial stress-strain state (SSS) of the foundation soils of existing objects during a number of geotechnical works (tunneling, pitting and other buried structures) by injecting hardening solutions into the soil through wells (injectors) located between the object geotechnical works and adjacent protected objects.
3.16. Collar injection: a method of pumping a fixing solution into the soil through wells equipped with collar columns or injectors, which make it possible to treat zones (intervals) in the soil mass repeatedly and in any sequence.
3.17. Load-bearing buried wall: A buried wall intended to be used as a load-bearing member of a permanent structure.
3.18. Dumps: massifs of soil arranged by hydraulic filling, without additional leveling and compaction.
3.19. Failure during grouting: reducing the flow rate of the solution absorbed by the soil to the minimum allowable value at a given pressure (failure pressure).
3.20. Anchor head: an integral element of the anchor that transfers the load from the fixed element of the structure or soil to the anchor rod.
3.21. Buried boundary wall: Dirt wall intended for use only as a temporary enclosure for a construction excavation (excavation).
3.22. Sinus: The cavity between the soil and the surface of a structure or the outer surfaces of adjacent structures (for example, the cavity between an excavation enclosure and a foundation being erected).
3.23. Continuity check: a method for quality control (continuity) of bored piles under construction site conditions.
3.24. Permanent anchor: ground anchor with a design life equal to the service life of the retained structure.
3.25. Wall section: A constituent element of a reinforced concrete wall separated by concreting restraints (butt structures).
3.26. Suspension (water): a mixture of water and solid particles (cement, clay, fly ash, ground sand and other substances) with a predominant size of 0.1 microns.
3.27. Anchor rod: the part of the anchor that transfers the load from the head to the root.
3.28. Buried trench wall: An underground wall constructed in a trench under a thixotropic clay (or other) mortar and then filled with in-situ reinforced concrete or precast elements.
3.29. Grouting slurry: A binder-based hardening aqueous slurry used for fixing non-cohesive soils, compacting voids and fractured rock.
3.30. Cementation: changing the physical and mechanical properties of soils with the help of cement mortars injected into the soil using technologies: injection, jet or drilling mixing.
3.31. Discharge-pulse technology (electric discharge technology): a technology for arranging geotechnical structures (drilled and bored piles, ground anchors, pins), based on the treatment of the side surface and the heel of the well with shock waves arising from pulsed high-voltage discharges in a moving concrete mixture.
3.32. Stacks: correctly stacked and layer-by-layer compacted soil massifs that serve as the foundation for railways and roads, dam barriers and hydraulic structures, building materials and soils, etc.

4. General provisions

4.1. This set of rules is based on the following assumptions and provides that:
the development of a project for the production of works (PPR) and a construction organization project (POS) should be carried out by specialists with the appropriate qualifications and experience;
coordination and communication between specialists in engineering surveys, design and construction should be ensured;
Appropriate quality control must be ensured in the production of building products and the performance of work at the construction site;
construction work must be carried out by qualified and experienced personnel who meet the requirements of standards and specifications;
maintenance of the structure and associated engineering systems should ensure its safety and working condition for the entire period of operation;
the structure must be used for its intended purpose in accordance with the project.
4.2. When carrying out excavation work, arranging bases and foundations, the requirements of the codes of practice for the organization of construction production, geodetic work, safety precautions, fire safety rules in the production of construction and installation work should be observed.
4.3. Earthworks, foundations and foundations must comply with the project and be carried out in accordance with the project for the production of works.
4.4. When conducting blasting operations, the requirements of the uniform safety rules for blasting operations should be observed.
4.5. When developing quarries, it is necessary to comply with the requirements of uniform safety rules for the development of mineral deposits in an open way.
4.6. Soils, materials, products and structures used in the construction of earthworks, foundations and foundations must meet the requirements of projects and relevant standards. Replacement of the soils, materials, products and structures provided for by the project, which are part of the structure under construction or its foundation, is allowed only upon agreement with the design organization and the customer.
4.7. When performing work on the construction of foundations from monolithic, prefabricated concrete or reinforced concrete, stone or brickwork, on bases prepared in accordance with the requirements of these rules, SP 70.13330 and SP 71.13330 should be followed.
4.8. During earthworks, foundations and foundations, incoming, operational and acceptance control should be carried out, guided by the requirements of SP 48.13330.
4.9. Acceptance of earthworks, foundations and foundations with the drawing up of certificates of examination of hidden works should be carried out, guided by Appendix B. If necessary, it is allowed to indicate in the project other elements that are subject to intermediate acceptance with the preparation of certificates of examination of hidden works.
4.10. In projects, it is allowed, with appropriate justification, to designate methods of work performance and technical solutions, to establish maximum deviations, volumes and methods of control that differ from those provided for by these rules.
4.11. The need for monitoring, its scope and methodology are established in accordance with SP 22.13330.
4.12. Earthworks, foundations and foundations consistently include the following steps:
a) preparatory;
b) pilot production (if necessary);
c) production of basic works;
d) quality control;
e) acceptance of work.

5. Dewatering, organization of surface runoff,
water supply and drainage

5.1. The rules of this section apply to the performance of works on artificial lowering of the groundwater level (hereinafter referred to as dewatering) at newly constructed or reconstructed facilities, as well as on the removal of surface water from the construction site.
The choice of method of dewatering should take into account the natural environment, the size of the drained area, the methods of construction work in the pit and near it, their duration, the impact on nearby buildings and utilities, and other local construction conditions.
5.2. To protect pits and trenches from groundwater, various methods are used, which include borehole water intake, wellpoint method, drainage, beam water intake and open drainage.
5.3. Open (connected to the atmosphere) wells, depending on the task and the engineering and geological conditions of the construction site, can be water intake (gravity and vacuum), self-draining, absorbing, unloading (to reduce the piezometric head in the soil mass), waste (when draining water into an underground working ).
Open gravity wells can be effectively used in permeable soils with a filtration coefficient of at least 2 m/day with a required drawdown depth of more than 4 m. Basically, such wells are equipped with submersible electric pumps operating under the bay.
In low-permeability soils (clayed or silty sands) with a filtration coefficient of 0.2 to 2 m/day, vacuum water wells are used, in the cavity of which a vacuum develops with the help of pumping units of wellpoints for vacuum dewatering, which ensures an increase in the water-holding capacity of the wells. Typically, one such unit can serve up to six wells.
5.4. The wellpoint method, depending on the parameters of the drained soils, the required depth of lowering and the design features of the equipment, is divided into:
wellpoint method of gravitational dewatering, used in permeable soils with a filtration coefficient of 2 to 50 m / day, in non-stratified soils with a decrease in one step to 4 - 5 m (larger value in less permeable soils);
wellpoint method of vacuum dewatering, used in low-permeability soils with a filtration coefficient from 2 to 0.2 m/day with a decrease in one step of 5 - 7 m; if necessary, the method, with less efficiency, can be applied in soils with a filtration coefficient of up to 5 m/day;
wellpoint ejector method of dewatering, used in low-permeability soils with a filtration coefficient from 2 to 0.2 m / day at a depth of lowering the groundwater level up to 10 - 12 m, and with a certain justification - up to 20 m.
5.5. Drainages for construction purposes can be linear or reservoir with the inclusion of the last linear type drainage in the design.
Linear drainages carry out drainage of soils by withdrawing groundwater using perforated pipes with sand and gravel (crushed stone) sprinkling with the withdrawal of selected waters to sumps equipped with submersible pumps. The effective depth of drainage by linear drainage is up to 4 - 5 m.
Linear drains can be arranged inside the pit, at the base of the slopes of earthworks, in the areas surrounding the construction site.
Reservoir drainages are provided for the withdrawal of groundwater during the construction period from the entire area of the pit. This type of drainage is arranged when groundwater is withdrawn in soils with a filtration coefficient of less than 2 m / day, as well as in cases of flooded fractured rocky base.
When extracting groundwater from silty or clayey soils, the reservoir drainage design provides for two layers: the lower one is made of coarse sand 150–200 mm thick and the upper one is made of gravel or crushed stone 200–250 mm thick. If in the future it is planned to operate the reservoir drainage as a permanent structure, then the thickness of its layers should be increased.
When sampling groundwater from rocky soils, in the cracks of which there is no sandy-argillaceous filler, reservoir drainage can consist of one gravel (crushed stone) layer.
The withdrawal of groundwater taken by reservoir drainage is carried out into a linear drainage system, the sand and gravel dressing of which is mated with the reservoir drainage body.
5.6. Open drainage is used for temporary drainage of the surface layer of soil in pits and trenches. Shallow drainage ditches can be both open and filled with filter material (crushed stone, gravel). The groundwater captured by the grooves is discharged into sumps equipped with submersible pumps.
5.7. Prior to the start of work on dewatering, it is necessary to examine the technical condition of buildings and structures located in the zone of influence of the work, as well as clarify the location of existing underground utilities, assess the impact on them of lowering the groundwater level (GWL) and, if necessary, provide for protective measures.
5.8. Dewatering wells equipped with submersible pumps are the most common types of dewatering systems and can be used in a wide variety of hydrogeological conditions. The depths of the wells are determined depending on the depth and thickness of the aquifer, the filtration characteristics of the rocks, and the required level of groundwater level decrease.
5.9. Drilling of dewatering wells, depending on the hydrogeological conditions, can be carried out with direct or reverse flushing or by the shock-rope method. Drilling wells with clay flushing is not allowed.
5.10. Installation of filter columns in dewatering wells is carried out in compliance with the following requirements:
a) before installing the filter column in the percussion-rope drilling method, the bottom of the well should be thoroughly cleaned by pouring clean water into it and gelling until completely clarified; during rotary drilling with direct and reverse flushing, the well is pumped or washed with a mud pump;
b) when installing the filter, it is necessary to make sure of the strength and tightness of the connections of its lowered links, the presence of guide lights and a plug of the column sump on the column;
c) when drilling wells, it is necessary to take samples to clarify the boundaries of aquifers and the granulometric composition of soils.
5.11. To increase the water-holding capacity of wells and wellpoints in water-saturated soils with a filtration coefficient of less than 5 m / day, as well as in coarse-grained or fractured soils with fine aggregate, sand and gravel (or crushed stone) sprinkling with a particle size of 0.5 - 5 should be arranged in the filter zone mm.
When taking water from fractured soils (for example, limestone), backfilling can be omitted.
5.12. Sprinkling of filters should be done evenly in layers no more than 30 times the thickness of the sprinkling. After each next rise of the pipe above its lower edge, a layer of backfill must remain at least 0.5 m high.
5.13. Immediately after installing the filter column and the sand and gravel packing, it is necessary to carefully pump the well with an airlift. The well can be put into operation after it has been continuously pumped by an airlift for 1 day.
5.14. The pump should be lowered into the well to such a depth that when the valve on the discharge pipeline is fully open, the suction port of the pump is under water. When the dynamic level drops below the suction port, the pump should be lowered to a greater depth or, if this is not possible, the pump performance should be adjusted with a valve.
5.15. Installation of pumps in wells should be carried out after checking the wells for patency with a template with a diameter greater than the diameter of the pump.
5.16. Before lowering the submersible pump into the well, it is necessary to measure the insulation resistance of the motor windings, which must be at least 0.5 MΩ. The pump can be turned on no earlier than 1.5 hours after the descent. In this case, the resistance of the motor windings must be at least 0.5 MΩ.
5.17. All dewatering wells must be equipped with valves, which will allow you to control the flow rate of the system during the pumping process. After the well is constructed, it is necessary to carry out a test pumping out of it.
5.18. Considering that the dewatering system must operate continuously, it is necessary to ensure the redundancy of its power supply by supplying power from two substations with supply from different sources or receiving electricity from one substation, but with two independent inputs from the high side, two independent transformers and two power cables from the bottom sides.
5.19. The power supply system of pumping units must have automatic protection against short circuit currents, overload, sudden power outages, and motor overheating. Water-lowering systems should be equipped with devices for automatically shutting down any unit when the water level in the water intake drops below the permissible level.
5.20. The filter part of vacuum wells and wellpoints of vacuum installations should be located at least 3 m below the ground level in order to exclude air leakage.
5.21. Measures should be taken to prevent damage or clogging of dewatering and observation wells by foreign objects. The heads of the latter must be equipped with lids with a locking device.
5.22. After the installation of a dewatering well, it must be checked for water absorption.
5.23. Before the general start-up of the system, it is necessary to start-up each well separately. The start-up of the entire dewatering system is formalized by an act.
5.24. The dewatering system should additionally include reserve wells (at least one), as well as reserve pumping units for open drainage (at least one), the number of which, depending on the service life, should be:
up to 1 year - 10%; up to 2 years - 15%; up to 3 years - 20%; more than 3 years - 25% of the total estimated number of installations.
5.25. During the operation of wellpoint systems, air infiltration into the suction system of the unit should be excluded.
In the process of hydraulic immersion of wellpoints, it is necessary to control the presence of a constant outflow from the wells, and also to exclude the installation of the wellpoint filter element in a low-permeable layer (s) of soil. In the absence of a spout or a sharp change in the flow rate of water coming from the well, it is necessary to check the throughput of the filter in bulk and, if necessary, remove the wellpoint and check whether the filter outlet is free and whether it has been clogged. It is also possible that the filter is installed in a highly permeable layer of soil, which absorbs the entire flow rate of water entering the wellpoint. In this case, when immersing the wellpoint, it is necessary to organize a joint supply of water and air.
Groundwater captured by wellpoints should not contain soil particles, sanding should be excluded.
5.26. Extraction of wellpoints from the ground during their dismantling is carried out by a special truck crane with a thrust stand, a drilling rig or using jacks.
5.27. With a wind force of 6 points or more, as well as with hail, heavy rain and at night on an unlit site, work on the installation of wellpoints is prohibited.
5.28. During the installation and operation of the wellpoint system, incoming and operational control should be carried out.
5.29. After the dewatering system is put into operation, pumping should be carried out continuously.
5.30. The rate of development of dewatering should correspond to the rate of earthworks provided for in the PPR when opening pits or trenches. A significant advance in level reduction in relation to the excavation schedule creates an unjustified reserve capacity of the water reduction system.
5.31. During the performance of dewatering works, the reduced WLL should be ahead of the level of development of the pit by the height of one tier, developed by earthmoving equipment, i.e. by 2.5 - 3 m. This condition will ensure the efficiency of earthworks "dry".
5.32. Control over the efficiency of the dewatering system should be carried out by regular measurements of the WLL in observation wells. It is mandatory to install water meters that control the flow rate of the system. The results of measurements should be recorded in a special journal. The initial measurement of WLL in observation wells should be carried out before the commissioning of the dewatering system.
5.33. Pumping units installed in reserve wells, as well as standby pumps of open installations, must be periodically put into operation in order to maintain them in working condition.
5.34. Measurements of the reduced WLL during the drawdown process should be carried out in all aquifers affected by the work of the drawdown system. Periodically, it is necessary to determine the chemical composition of pumped waters and their temperature at complex objects. Observations of the PWL should be carried out 1 time in 10 days.
5.35. All data on the operation of dewatering installations should be displayed in the log: the results of measurements of the WLL in observation wells, the flow rates of the system, the time of stops and starts during the shift, the replacement of pumps, the condition of the slopes, the appearance of griffins.
5.36. Upon termination of the operation of a system consisting of dewatering wells, acts should be drawn up for the completion of well liquidation.
5.37. When operating dewatering systems in winter, pumping equipment and communications should be insulated, and it should also be possible to empty them during breaks in operation.
5.38. All permanent water-reducing and drainage devices used during the construction period, when put into permanent operation, must comply with the requirements of the project.
5.39. Dismantling of water-reducing installations should be started from the lower tier after completion of backfilling of pits and trenches or immediately before their flooding.
5.40. In the zone of influence of the dewatering, regular observations should be made of precipitation and the intensity of its growth for buildings and communications located there.
5.41. When carrying out dewatering works, measures should be taken to prevent decompaction of soils, as well as violation of the stability of the slopes of the pit and the foundations of adjacent structures.
5.42. Water flowing into the pit from the overlying layers, not captured by the dewatering system, must be diverted by drainage ditches to sumps and removed from them by open drainage pumps.
5.43. Monitoring the state of the bottom and slopes of an open pit during dewatering should be carried out daily. When slopes sink, suffusion, griffins appear at the bottom of the pit, protective measures should be taken immediately: loosening the crushed stone layer on the slopes in places where groundwater exits, loading with a layer of crushed stone, putting unloading wells into operation, etc.
5.44. When the slope of the pit crosses impermeable soils lying under the aquifer, a berm with a ditch for water drainage should be made on the roof of the aquiclude (if the project does not provide for drainage at this level).
5.45. When draining groundwater and surface water, flooding of structures, the formation of landslides, soil erosion, and swamping of the area should be excluded.
5.46. Before the start of earthworks, it is necessary to ensure the drainage of surface and groundwater using temporary or permanent devices, without violating the safety of existing structures.
5.47. When diverting surface and groundwater, it is necessary:
a) on the upper side of the recesses to intercept the flow of surface waters, use cavaliers and reserves arranged by a continuous contour, as well as permanent catchment and drainage structures or temporary ditches and embankments; ditches, if necessary, may have protective fastenings against erosion or seepage leaks;
b) cavaliers from the lower side of the recesses should be poured with a gap, mainly in low places, but at least every 50 m; the width of the gaps along the bottom must be at least 3 m;
c) lay the soil from upland and drainage ditches arranged on slopes in the form of a prism along the ditches from their downstream side;
d) when the upland and drainage ditches are located in the immediate vicinity of the linear recesses between the recess and the ditch, perform a banquet with a slope of its surface of 0.02 - 0.04 towards the upland ditch.
5.48. When pumping water from a pit developed by an underwater method, the rate of lowering the water level in it, in order to avoid disturbing the stability of the bottom and slopes, must correspond to the rate of lowering the level of groundwater outside it.
5.49. When arranging drainage, excavation should begin from discharge areas moving towards higher elevations, and the laying of pipes and filter materials - from watershed areas moving towards the discharge or pumping unit (permanent or temporary) to prevent the passage of unclarified water through the drainage.
5.50. When constructing reservoir drainages, violations in the mating of the crushed stone layer of the bed with the crushed stone sprinkling of pipes are unacceptable.
5.51. Laying of drainage pipes, installation of manholes and installation of equipment for drainage pumping stations must be carried out in compliance with the requirements of SP 81.13330 and SP 75.13330.
5.52. The list of as-built documentation for construction dewatering using wells should include:
a) the act of commissioning the water reduction system;
b) executive layout of wells;
c) executive schemes of well designs indicating the actual geological columns;
d) an act on the liquidation of wells upon completion of work;
e) certificates for the materials and products used.
5.53. When performing work on dewatering, organization of surface runoff and drainage, the composition of controlled indicators, limit deviations, scope and methods of control must comply with Table I.1 of Appendix I.

3.1. The dimensions and profiles of the trenches are established by the project depending on the purpose and diameter of the pipelines, soil characteristics, hydrogeological and other conditions.

3.2. The width of the trenches along the bottom must be at least D + 300 mm for pipelines with a diameter of up to 700 mm (where D is the nominal diameter of the pipeline) and 1.5 D for pipelines with a diameter of 700 mm or more, taking into account the following additional requirements:

for pipelines with a diameter of 1200 and 1400 mm when digging trenches with slopes not steeper than 1:0.5, the width of the trench along the bottom can be reduced to D + 500 mm;

when excavating soil with earth-moving machines, the width of the trenches should be taken equal to the width of the cutting edge of the working body of the machine, adopted by the construction organization project, but not less than that indicated above;

the width of the trenches along the bottom in curved sections from forced bending should be equal to twice the width in relation to the width in straight sections;

the width of the trenches along the bottom when ballasting the pipeline with weighting loads or fixing it with anchor devices must be at least 2.2D, and for pipelines with thermal insulation it is established by the project.

3.3. The steepness of slopes of trenches should be taken in accordance with SNiP 3.02.01-87, and those developed in swamps - according to Table. one.

Table 1

In silty and quicksand soils that do not ensure the preservation of slopes, trenches are developed with fastening and drainage. Types of fastening and drainage measures for specific conditions should be established by the project.

3.4. When digging trenches with bucket-wheel excavators, in order to obtain a more even surface of the bottom of the trenches at the design level and ensure a snug fit of the laid pipeline to the base along the entire length along the axis of the pipeline at a width of at least 3 m, preliminary planning of the strip microrelief should be carried out in accordance with the project.

3.5. The development of trenches in swamps should be carried out with single-bucket backhoes on widened or conventional tracks from sledges, draglines or special machines.

When laying pipelines through swamps using the alloy method, it is advisable to develop trenches and floating peat crust using an explosive method, using elongated cord, concentrated or borehole charges.

Paragraphs 3.6 and 3.7 shall be deleted.

3.8. In order to prevent deformation of the excavated trench profile, as well as freezing of the soil heap, the shifting rates of insulation-laying and excavation work should be the same.

The technologically necessary gap between the earthmoving and insulating-laying columns must be indicated in the project for the production of works.

The development of trenches in the backlog in soils (with the exception of rocky ones in the summer), as a rule, is prohibited.

Explosive loosening of rocky soils should be carried out before the pipes are taken to the route, and loosening of frozen soils is allowed after laying the pipes on the route.

3.9. When developing trenches with preliminary loosening of rocky soil using a drilling and blasting method, soil sorting should be eliminated by adding soft soil and compacting it.

3.10. Foundations for pipelines in rocky and frozen soils should be leveled with a layer of soft soil with a thickness of at least 10 cm above the protruding parts of the foundation.

3.11. When constructing pipelines with a diameter of 1020 mm or more, the bottom of the trench should be leveled along the entire length of the route: on straight sections after 50 m; on vertical curves of elastic bending after 10 m; on vertical curves of forced bending after 2 m; when constructing pipelines with a diameter of less than 1020 mm only on difficult sections of the route (vertical angles of rotation, sections with rugged terrain), as well as at crossings over iron and car roads, ravines, streams, rivers, beams and other obstacles for which individual working drawings are developed.

3.12. By the time the pipeline is laid, the bottom of the trench must be leveled in accordance with the design.

Laying the pipeline in a trench that does not comply with the project is prohibited.

3.13*. Backfilling of the trench is carried out immediately after the lowering of the pipeline and the installation of ballast weights or anchor devices, if the ballasting of the pipeline is provided for by the project. Places for installation of stop valves, tees of control and measuring points of electrochemical protection are filled up after their installation and welding of cathode terminals.

When backfilling the pipeline with soil containing frozen clods, crushed stone, gravel and other inclusions larger than 50 mm in diameter, the insulating coating should be protected from damage by adding soft soil to a thickness of 20 cm above the upper generatrix of the pipe or by installing protective coatings provided by the project.

Note. The post-shrinkage restoration of main pipelines (laying to design levels, restoration of design ballasting, backfilling of soil in trenches, restoration of embankments, etc.) is carried out in accordance with the procedure established by the Rules on Contracts for Capital Construction, approved by the Decree of the Council of Ministers of the USSR of December 24, 1969. No. 973.

table 2

	Tolerance value (deviation), cm
Half the width of the trench along the bottom in relation to the staking axis
Deviation of marks when planning a lane for the operation of bucket-wheel excavators
Deviation of trench bottom marks from the project:
when excavating soil with earthmoving machines
in the development of soil by drilling and blasting
The thickness of the bed layer of soft soil at the bottom of the trench
The thickness of the layer of powder from soft soil above the pipe (with subsequent backfilling with rocky or frozen soil)
The total thickness of the backfill layer above the pipeline
Embankment height

3.14*. Soft backfilling of the bottom of the trench and backfilling of the pipeline laid in rocky, stony, gravel, dry lumpy and frozen soils with soft soil can be replaced, in agreement with the design organization and the customer, with a solid reliable protection made of non-rotting, environmentally friendly materials.

3.15. Earthworks during the construction of main pipelines must be carried out in compliance with the tolerances given in Table. 2.

Ehhhh... Once again I appeal to the entire geodetic community: LEARN THE MATTER! In SNiPs and GOSTs, everything is described in great detail (albeit clumsily in places).
Gold words! None
It shouldn't even be around!
Now in more detail...
SP 45.13330.2012 "Earth structures, foundations and foundations".
1. We begin to carefully study with section 6.1 "Vertical layout, excavation"(this is how they called the pit here). The most important thing here is table 6.3. Points 1 and 5 (by the way, it will be useful to remember point 9 for improvement).
According to this table, the first 2 tolerances are determined:
- soil surface after excavation. Most often it is +10 cm, because digging will be expensive, since you will have to backfill and additionally compact the bottom.
- the surface of the bottom of the pit after final completion ± 5cm.
2. Go to section 17.1 "Consolidation of soils, arrangement of soil cushions". Here everything is clumsy ... However, if you carefully read it, then:
- clause 17.1.1 d) allows us to get a definition: crushed stone is a soil material that is rammed into the bottom of the pit when a soil cushion is being constructed. And at the same time it gives an understanding that the "gravel base" is a kind of construction jargon not defined by the Building Rules.
- clause 17.1.5 "Device of soil cushions ..." - here lies the key point in subsection a): "the soil for the construction of a soil cushion should CONDENSE..." According to the laws of physics, with the simultaneous addition of volumes and an increase in the density of the initial volume (we add crushed stone to unrammed soil), the total volume will not change, which means that the height mark determined earlier will not change.
3. The correctness of all conclusions made earlier is confirmed by Appendix H (informative), table H.1, clause 4 b): "The depth of the rammed pit - the deviation from the design mark should not exceed ± 5cm."
The concept of "sand cushion" does not exist, and it cannot be accepted as a "construction" ... (there is the concept of "sand-gravel mixture", it has the same definition as "crushed stone")
Further accuracy is determined from the logic of the whole pie:
1. A leveling sand-cement screed is laid on the arranged soil cushion (± 5 cm). From this point on, a gradual increase in accuracy begins. Usually, the thickness of the screed is 5 cm in the project. Ideally, where the soil is understated by 5 cm - there the thickness of the screed will be 10 cm, and where it is too high - the thickness of the screed will be 0 cm. The average spread of such deviations will give an overrun close to zero. The screed does not carry any bearing capacity - therefore, the actual thickness in a particular place does not matter. The executive geodetic scheme for the screed is not needed, because it is not regulated by the governing documents. Accuracy must be ensured by foremen on the basis of the beacons made by the surveyor (1 by 10-50 meters, as agreed or written in the PPGR). The only thing that the surveyor is obliged to do at this stage is to provide operational control, Appendix A, clause A.1 of the same joint venture about earthworks.
2. All kinds of waterproofing, etc. are laid. - they do not interest us, since they have a specific thickness, and the foremen and technical specialists will calculate the area themselves.
3. The concrete base of the foundation slab is poured (it is also "concrete"), and only here we begin to talk about sane accuracy and apply the joint venture "Bearing and enclosing structures". In fact, the thickness of the slab depends on the correctness of the pouring of the footing. And the executive is needed not so that the greedy director calculates the overrun, but so that if after pouring the FP any jambs come out, it would be possible to estimate the thickness of the filled slab and the architectural supervision could decide on maintaining the bearing capacity and on the conditions for further construction. Naturally, logic says that the tolerances of SNiP "Bearing and enclosing structures" already apply to the footing.
They say they milk the chickens
Click to reveal...

Thank you for the enlightenment in this area, alas, they explained to me differently at one time, learn forever and ever!